SW8090120_HISTORICAL FILE_20090722

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0 o1 omo
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
NJ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zooq 0-122
YYYYMMDD

r
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
July 22, 2009
S. F. Ballou, Jr., President
S. F. Ballou, Inc.
301 Commerce Avenue, Suite 101
Morehead City, NC 28557
Subject: Stormwater Management Permit No. SW8 090120
Scotts Farm subdivision
Low Density Subdivision with a Curb Outlet Swale System
Carteret County
Dear Mr. Ballou
Dee Freeman
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for Scotts
Farm subdivision on January 21, 2009 with additional information submitted on April 27 and July 1, 2009.
Staff review of the plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8
090120, dated July 22, 2009, for the construction of the subject project.
This permit shall be effective from the date of issuance until rescinded and shall be subject to the
conditions and limitations as specified therein, and does not supercede any other agency permit that may
be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 1506 of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
either M.J. Naugle or me at [phone].
Sincerely,
7i
0,�_
�Georgette cott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\090120 ju109
cc: William Gold, P.E., Meridian Engineering, P.A., 252-522-2587, fax: 2501
Inspector, Town of Morehead City — Inspections
Division of Coastal Management
NCDOT District Engineer
Wilmington Regional Office
Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone [phone]FAX- 910-350-20041Customer Service. 1-877-623-6748 NorthCarolina
Internet:w nmaterquality org a�n�K'/Nn�
An Equal OppoCumty 1 Atfrmabve ACUon Employer �/K s I4"

State Stormwater Management Systems
Permit No. SW8 090120
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY SUBDIVISION WITH A CURB OUTLET SWALE SYSTEM
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
S. F. Ballou, Jr. and S.F. Ballou, Inc.
Scotts Farm Subdivision
1545 Country Club Road, Morehead City, Carteret County
FOR THE
construction, operation and maintenance of a 25% low density subdivision with a curb outlet
swale system in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as
the "stormwater rules') and the approved stormwater management plans and specifications,
and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be subject to
the following specific conditions and limitations:
I. DESIGN STANDARDS
Each of the 18 lots is limited to a maximum amount of built -upon area as indicated in
Section 11.11 (f) of this permit. CAMA regulations may reduce the allowable built -upon
area for those lots within the AEC.
2. The overall tract built -upon area percentage for the project must be maintained at 25%,
per the requirements of Section .1005 of the stormwater rules.
3. This project proposes a curb outlet system. Each designated curb outlet swale or 100
foot vegetated area shown on the approved plan must be maintained at a minimum of
100 feet long, maintain 5:1 (H:V) side slopes or flatter, have a longitudinal slope no
steeper than 5%, carry the flow from a 10 year storm in a non -erosive manner, maintain
a dense vegetated cover, and be located in either a dedicated common area or a
recorded drainage easement.
4. No piping shall be allowed except those minimum amounts necessary to direct runoff
beneath an impervious surface such as a road or under driveways to provide access to
lots.
5. Runoff conveyances other than the curb outlet system swales, such as perimeter
ditches, must be vegetated with side slopes no steeper than 3:1 (H:V).
6. Approved plans and specifications for projects covered by this permit are incorporated
by reference and are enforceable parts of the permit.
Page 2 of 6

State Stormwater Management Systems
Permit No. SW8 090120
II. SCHEDULE OF COMPLIANCE
Curb outlet swales, vegetated areas and other vegetated conveyances shall be
constructed in their entirety, vegetated, and be operational for their intended use prior to
the construction of any built -upon surface, per the approved plans
During construction, erosion shall be kept to a minimum and any eroded areas of the
swales or other vegetated conveyances will be repaired immediately.
The permittee shall at all times provide the operation and maintenance necessary to
operate the permitted stormwater management systems at optimum efficiency to
include:
a. Inspections
b. Sediment removal.
C. Mowing, and re -vegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Cleaning and repair of catch basin grates, flumes, piping, and the flow spreader
mechanism.
g. Maintenance of level spreaders.
4. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition or sale of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval was sought.
f. Filling in, piping, or altering any vegetative conveyance shown on the approved
plan.
5. The permittee is responsible for verifying that the proposed built -upon area does not
exceed the allowable built -upon area. Once the lot transfer is complete, the built -upon
area may not be revised without approval from the Division of Water Quality, and
responsibility for meeting the built -upon area limit is transferred to the individual property
owner.
6. The permittee must certify in writing that the project's stormwater controls, and
impervious surfaces have been constructed within substantial intent of the approved
plans and specifications. Any deviation from the approved plans must be noted on the
Certification. The permittee shall submit the Certification to the Division within 30 days of
completion of the project.
7. The permittee shall submit all information requested by the Director or his representative
within the time frame specified in the written information request.
8. Each lot in the subdivision covered by this permit will maintain a minimum 30 feet wide
vegetative buffer between all impervious areas and surface waters.
9. All roof drains must terminate at least 30 feet from the Mean High Water mark.
10. Deed restrictions are incorporated into this permit by reference and must be recorded
with the Office of the Register of Deeds prior to the sale of any lot.
Page 3 of 6

State Stormwater Management Systems
Permit No. SW8 090120
11. Recorded deed restrictions must include, at a minimum, the following statements related
to stormwater management:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 090120, as issued by the Division
of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
C. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the State of North Carolina, Division of Water
Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. The maximum built -upon area (BUA) per lot is as follows:
Lot Number BUA (square feet)
1 2,062
2through 15 2,120
16 2,214
17 2,410
18 2,402
Lift station lot 1,307
This allotted amount includes any built -upon area constructed within the lot
property boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina, driveways, and
parking areas, but does not include raised, open wood decking, or the water
surface of swimming pools.
g. Filling in, piping or altering any 3:1 vegetated conveyances (ditches, swales, etc.)
associated with the development except for average driveway crossings, is
prohibited by any persons.
h. For those lots within the CAMA Area of Environmental Concern, where DCM
calculates a different maximum lot built -upon area, the governing maximum lot
BUA shall be the more restrictive of the two amounts.
i. Filling in, piping or altering any designated 5:1 curb outlet swale or vegetated
area associated with the development is prohibited by any persons.
j. A 30 foot vegetated buffer must be maintained between all built -upon area and
the Mean High Water line of surface waters.
k. All roof drains shall terminate at least 30 feet from the Mean High Water mark.
I. Each designated curb outlet swale or 100 foot vegetated area shown on the
approved plan must be maintained at a minimum of 100 feet long, maintain 5:1
(H:V) side slopes or flatter, have a longitudinal slope no steeper than 5%, carry
the flow from a 10 year storm in a non -erosive manner, maintain a dense
vegetated cover, and be located in either a dedicated common area or a
recorded drainage easement.
12. The permittee must submit a copy of the recorded deed restrictions within 30 days of the
date of recording.
13. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
Page 4 of 6

State Stormwater Management Systems
Permit No. SW8 090120
14. Prior to transfer of ownership, the swales must be inspected and determined to be in
compliance with the permit. Any deficiencies will be repaired or replaced prior to the
transfer.
15. The final plats for the project will be recorded showing all required easements and
common areas, in accordance with the approved plans.
16. Prior to the development of any future area or additional phase noted on the approved
plans, a permit modification must be submitted to and approved by the Division. The
modification must demonstrate that the built -upon area does not exceed the maximum
amount permitted under this permit and that it meets the intent of low -density
development per the stormwater rules and available guidance.
III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to an enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and re -issuance, or termination does not
stay any permit condition.
4. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules, and regulations contained in Title 15A of the North Carolina Administrative
Code, Subchapter 2H.1000; and North Carolina General Statute 143-215.1 et. al.
5. The permit is not transferable to any person or entity except after notice to and approval
by the Director. The Director may require modification or revocation and re -issuance of
the permit to change the name and incorporate such other requirements as may be
necessary. A completed Name/Ownership Change form, signed by both parties, must
be submitted to the Division of Water Quality accompanied by the supporting
documentation as listed on page 2 of the form. The approval of this request will be
considered on its merits, and may or may not be approved.
6. The permittee is responsible for compliance with all the terms and conditions of this
permit until the Division approves the permit transfer. Neither the sale of the project nor
the transfer of common area to a third party constitutes an approved transfer of the
stormwater permit.
7. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances imposed by other government
agencies (local, state and federal), which have jurisdiction.
8. The permittee grants permission to DENR Staff to enter the property during normal
business hours for the purposes of inspecting the stormwater control system and it's
components.
9. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
Page 5 of 6

State Stormwater Management Systems
Permit No. SW8 090120
10. Unless specified elsewhere, permanent seeding requirements for the swales must follow
the guidelines established in the North Carolina Erosion and Sediment Control Planning
and Design Manual.
Permit issued this the twenty-second day of July 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
q----------------------
for Coleel H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 6

tVto PLue
� Y �
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
- z i - -,? n0
s�. -;4z
'0 yQiz-'9
State of North Carolina
Department of Environment and Natural Resources CI 1v oe
Division of Water Quality C.
SEP 3 Q 008
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form ntay be photocopied for use as an original BY: JQ�
1
I. GENERAL INFORMATION y �S �9.
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sammie Ballou 5 4 r, 13'A ULou) Trr, , `REsj wtkr1
3 Mailing Address for person listed in item 2 above:
301 Commerce Avenue
City:Morehead City State:N. C. Zip:28557
Phone: (252 ) 241-7966
Emai1:N / A
Fax: (252 ) 726-5814
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Scotts Farm Subdivision
5. Location of Project (street address):
1545 Country Club Road
City:Morehead City, N. C. County:Carteret Zip:28557
6. Directions to project (from nearest major intersection):
From intersection of Highway 24 and 70 go --2000 feet east, turn left onto Country Club Drive, proceed -3
miles to property, located on the west side of Country Club Drive
7. Latitude:34045' 42" N Longitude:76° 44' 06" W of project
8. Contact person who can answer questions about the project:
Name:William A. Gold Telephone Number: (252 ) 522-2587
Email:wgold2©sudden Iink.net
it. PERMIT INFORMATION:
Form SWU-101 Version 03 27.08 Page 1 of

1: • Specify whether project is (check one): ®New ❑Renewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known) D
3. Specify the type of project (check one):
JUL 01 2009
®Low Density ❑High Density [—]Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state pe
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ®NPDES Stormwater
IIL PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
The road surfaces of the 8.2ac site will drain into curbcuts and into grassed swales. The swales will drain into the
travezoidalgrassed swales with 5:1 side slopes and longitudinal slope of 0.5%. All major design elements have
2. Stormwater runoff from this project drains to the Newport River basin.
3. Total Property Area: 8.18 acres 4. Total Wetlands Area: 0.0 acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
6. Total Project Area*':8.18 acres 7. Project Built Upon Area:24.95 %
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density vroiects, complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Newport River
Stream Class & Index No.
SA/HWQ E (- IT
Total Drainage Area (so
356,161 K8.2cci
On -site Drainage Area (so
356,161
Off -site Drainage Area (so
0
Existing Impervious* Area (so
Proposed Impervious;Area (so
88862
% Impervious' Area (total)
24.95
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
27,508
On -site Streets (so
48787
On -site Parking (so
10486
On -site Sidewalks (so
2081
Other on -site (so
Off -site (so
Total (so:
88862 2-Dgac%

"Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
10. How was the off -site impervious area listed above derived?N-A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment. Forms can be
downloaded from htti2://h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms. Forms can be downloaded from httl2://h2o.enr.state.nc.us/su/­bmp forms htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
1I -

VI.. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.hun)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
Initi Is
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
_ iL1
N1 —
4
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including:
�
A_4AT=
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):William A. Gold
Mailing Address:600-D Plaza Boulevard
City:Kinston State:N. C. Zip:28501
Phone: (252 ) 522-2587
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
Fax: (252 ) 522-2501
I, (print or type name of person listed in General Information, item 2) Sannnie Ballow
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective coven is will be rec ded, Ind that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Signature 1 Date: O D
Form SWU-101 Version 03.27.08 Page 4 of
��Z

LOT
AREA
Lot
#
1
15,012,49
Sq.
Ft.
Lot
#
2
15,106,08
Sq.
Ft.
Lot
#
3
15,129.48
Sq.
Ft.
Lot
#
4
15,151,61
Sq.
Ft.
Lot
#
5
15,173.00
Sq.
Ft.
Lot
#
6
15,193.00
Sq.
Ft.
Lot
#
7
15,133.45
Sq.
Ft.
Lot
#
8
15,152.63
Sq.
Ft.
Lot
#
9
15,092.00
Sq.
Ft.
Lot
#
10
15,109.91
Sq.
Ft.
Lot
#
11
15,048.65
Sq.
Ft.
Lot
#
12
15,065.28
Sq.
Ft.
Lot
#
13
15,003.38
Sq.
Ft.
Lot
#
14
15,018.73
Sq.
Ft.
Lot
#
15
15,033.12
Sq.
Ft.
Lot
#
16
15,158.73
Sq.
Ft,
Lot # 17 17,057.70 Sq. Ft.
Lot # 18 15,143.51 Sq. Ft.
LIFT STA.
SITE 242.2 Sq. Ft.
TOTALS 274,025Sq. Ft.
BUA AND IMPERVIOUS AREA BY LOT
HOUSE
DRIVEWAY
SIDEWALK
STORAGE
TOTAL
1420
441,40
115,65
84.51
2,062
1420
500
115.65
84.51
2,120
1420
500
115.65
84.51
2,120
1420
500
115.65
84.51
2,120
1420
500
115.65
84.51
2,120
1420
500
115.65
84.51
2,120
1420
500
115.65
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
500
115.66
84.51
2,120
1420
593.7
115.66
84.51
2,214
1420
790
115.66
84.51
2,410
1420
781
115.66
84.51
2,402
427
880
130�L-
25,987
10486
2081,88
1521.18
40075
ROAD, CURB AND GUTTER = 1.12 AC. = 48,787.2 Sq. Ft.
Future = 0 Sq. Ft.
Total Impervious = 40,075 + 48,787 = 88,862 Sq. Ft.
Percent Impervious = 88,862 / 356,161 X 100 = 24.95%

RCRI 3
h; JUl 'I
BY:____
cX(goiiffJ ENGINEERING
388 MCCOTTER BLVD, HAVELOCK,NC 28532
252-349-5803, 252-444-5765
June 25, 2009
Ms Mary Jean Naugle
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Scotts Farm Subdivision Review
Carteret County
Mary Jean,
We received your comments regarding Scotts Farm Subdivision, Morehead City, Carteret
County, North Carolina and have addressed each as follows:
COMMENT l: Please label drainage easements the same width on all plans. The rear lot
easement on the south is labeled as 20 on Plan SE-1 behind lot 5 on Plan SP-5 behind lots 5 & 11,
as 20 ft. scaled on Plan SP-4 along south lot lines
RESPONSE 1: As seen on SP-4 and SP-5, the centerline of the proposed and existing ditch
(which remains in the same location) is along the southern property line. To meet DENR
requirements of width and side slopes, it was necessary to lay back the sides of the existing ditch
on BOTH sides of the property line. On the north side of the property line (within the property)
the easement was sized at 20 foot to include grading into the swale. On the south side of the
property line (on adjacent property) the easement was sized at 10 foot to include 5:1 swale side
slopes. We have added additional verbage to clarify the easements in the drawings.
COMMENT 2: Since this is a low -density project, there is no collection system allowed, please
limit piping to the minimum required to cross under roads. Please eliminate the pipe between
5&6 that is reported on plans SP-5,SW-I,SE-1. Plan SE-2 shows the piping stopping just after
the road/sidewalk. All stormwater conveyance on low -density projects shall he vegetated
conveyances. 15A NCACO2H.1005. The pipe between lots 5&6 needs to be a swale.
RESPONSE 2: The pipe between lots 5 &6 has been removed.
COMMENT 3: Please clarify the information for 5:1 trapezoidal swales. Plan SW-1 has an
"open channel detail" with the 211 bottom dimensioned and the guidelines do not line up to the
bottom for 2 ft. The note on plan SW-1 in lot 2 calls out the 5:1 swale and the top is labeled as
7.5 ft wide and the detail at the bottom of same plan dimensions the width at 15ft- as does the
detail on SE-4. Please remove the detail for 3:1 V bottom swale on Plan DE-4. All plans need to
report consistent information. The swales between lots need to be th 5:1 trapezoidal swale since
they receive the curb outlet storm water run-off. The swale at the back of the lots needs to be the
5:1 trapezoidal swale since this is SA waters.
RESPONSE 3: All swales are 5:1. In the cross section detail on SW-1, the bottom of the channel
scales to 2ft, the dimension line has been revised to match. The top of the swales along the rear
of the lot is shown/labeled correctly at 15'. The 3:1 V ditch detail on SE-4 has been revised to
5:1.

DECEIVED
JUL 0.1 2009
BY:
COMMENT 4: Please verify the built -upon area associated with the lot for the lift station.
Typically there is a bua associated with a road and personnel access etc. Please account for the
bua associated with the lift station on the table for the deed restrictions, plan SP-1 and application
page 2, etc for all application documents.
RESPONSE 4: The table for deed restriction, low density supplement and SP-I has been revised
to account for impervious surfaces in the lift station.
COMMENT 5: Please revise the low -density supplement section I 1 calculation box on page 2
submitted April 27, 2009. The bua for roads changes. Include the number of lots proposed and
the maximum allowable for lots.
RESPONSE 5: Section 11 has been revised and table of BUA per lot included.
COMMENT 6: Please provide the revised built upon area table for each lot as separate sheet.
The table was provided on plan SP-1 and the application needs an 8 1/2x 1 I version included
with the deed restriction. Please note that the bua data on SP-1 reports one sq ft short on the
impervious subtotal for lots at the bottom. The bua table on page 2 of the application, Section
111(9) reports 36,687 + 2081 = 38,768 sf and Plan SP-1 reports 38,767 sf.
RESPONSE 6: The Bua figures have been revised to account for impervious surfaces in the lift
station lot (subtracted from future impervious). NO INCREASE in percent impervious. Page 2
of Application revised and included.
COMMENT 7: Please remember that a change to one number, detail, or label may have a domino
effect on other numbers. Please check all plans, calculations and application forms and make
changes as needed
RESPONSE 7: So noted.
Thank you in advance for you time and consideration.
With all our regards,
fume �.�issyv
Susan L. Sayger, PE,
Cc9�lh� Engineering
William Gold, PE, Meridian Engineering, P.A

Naugle, Mary
From: Naugle, Mary
Sent: Wednesday, June 17, 2009 11 09 AM
To: Linda Lewis
Subject: FW: SW8 090120 Scotts Farm Additional Information Request 2
Attachments: 090120 jun09.doc; 090120 apr09.doc
Linda
fyi
You will probably hear from the consultant. There is a pipe between 2 lots on low density and they won't replace the
pipe with a vegetated conveyance. I sent an ad info in April and June and she leaves me phone messages that it is not
good to do that because of the volume of water. The proposed plans fill an existing ditch through the property and
reroute with this pipe. Sorry, it should be vegetated and so many other projects have been able to take the contributing
drainage area/watershed from off -site and size the Swale accordingly to route the water around their property and this
one should too for consistency and to meet the rule.
I have the folder, but you had already looked at it in April. Just wanted to let you know in case she calls or a -mails you. I
have attached the 2 ad info's.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
910-796-7303
910-350-2004 fax .
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, June 17, 2009 10:59 AM
To: [e-mail]
Subject: RE: SW8 090120 Scotts Farm Additional Information Request
Sue;
Click on "read only" when you try to open the document. No password is needed.
Regarding the pipe, you can reply in writing and I will forward your justification for further review. I had reviewed this
with the other reviewers here for consistency and low density projects require vegetated conveyances. You need to
account for the full runoff volume in sizing the Swale between lots 5 & 6, but there needs to be a swale. I realize it will
be a large swale and you will need to increase the drainage easement between those lots, but that occurs on sites like
this where you fill an existing ditch and significantly alter the site hydrology. If you have a request for further review,
please submit the justification and I will forward to the Stormwater Program Manager, Linda Lewis.
Thank you
Mary Jean Naugle
NC DENR Express Permitting
910-796-7303

'1
910-350-2004 fax
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: [e-mail] [mailto:[e-mail]]
Sent: Wednesday, June 17, 2009 10:36 AM
To: Naugle, Mary
Subject: Re: SW8 090120 Scotts Farm Additional Information Request
Mary Jean
Your document won't open without a password.
Thanks
Sue
-----Original Message -----
From: Naugle, Mary <[e-mail]>
To: [e-mail] <[e-mail]>; [e-mail] <[e-mail]>
Sent: Wed, Jun 17, 2009 9:53 am
Subject: SW8 090120 Scotts Farm Additional Information Request
Sue;
The attached request has been mailed to the applicant.
The pipe between lots 5 and 6 needs to be replaced by vegetated conveyance. Other items arejust
documentation.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
910-796-7303
910-350-2004 fax
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties
Make your summer sizzle with fast and easy recipes for the grill.

r' { \i
_ ylr.
Ar
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
June 17. 2009
S. F. Ballou, Jr., President
S. F. Ballou, Inc.
301 Commerce Avenue, Suite 101
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 090120
Scotts Farm Subdivision
Carteret County
Dear Mr. Ballou:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
Scotts Farm Subdivision on January 21, 2009 with additional information submitted on April 27, 2009. A
preliminary review of that information has determined that the following information is needed to continue
the stormwater review:
1. Please label drainage easements the same width on all plans. The rear lot easement on the south is
labeled as 20 ft. on Plan SE-1 behind lot 5, as 30 ft. on Plan SP-5 behind lots 5 & 11, as 20 ft. scaled
on Plan SP-4 along south lot lines.
2. Since this is a low -density project, there is no collection system allowed, please limit piping to the
minimum required to cross under roads. Please eliminate the pipe between lots 5 & 6 that is reported
on plans SP-5, SW-1, SE-1. Plan SE-2 shows the pipe stopping just after the road/sidewalk. All
stormwater conveyance on low -density projects shall be vegetated conveyances. 15A NCAC
02H.1005. The pipe between lots 5 & 6 needs to be a Swale.
3. Please clarify the information for 5:1 trapezoidal swales. Plan SW-1 has an "open channel detail" with
the 2 ft bottom dimensioned and the guidelines do not line up to the bottom for 2 ft. The note on plan
SW-1 in lot 2 calls out the 5:1 Swale typical and the top is labeled as 7.5 ft wide and the detail at the
bottom of same plan dimensions the width at 15 ft - as does the detail on SE-4. Please remove the
detail for 3:1 V bottom Swale on Plan DE-4. All plans need to report consistent information. The
swales between lots need to be the 5:1 trapezoidal swale since they receive the curb outlet Stormwater
runoff. The Swale at the back of the lots needs to be the 5:1 trapezoidal Swale since this is SA waters.
4. Please verify the built -upon area (bua) associated with the lot for the lift station. Typically there is bua
associated with a road and personnel access, pump pad, manholes, etc... Please account for the bua
associated with the lift station lot on the table for the deed restrictions, plan SP-1, and application page
2, etc... for all application documents.
5. Please revise the low -density supplement, section II calculation box on page 2 for the revised bua
submitted April 27, 2009. The bua for roads changed. Include the number of lots proposed and the
maximum allowable for lots.
6. Please provide the revised built -upon area table for each lot as a separate sheet. The table was
provided on plan SP-1 and the application needs an 8 '/ x 11 version included with the deed
restrictions. Please note that the bua data on SP-1 reports one (1) square foot short on the impervious
subtotal for lots at the bottom. The bua table on page 2 of the application, Section III (9) reports 36,687
+ 2081 = 38,768 sf and Plan SP-1 reports 38,767sf.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 On..U1et,
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NO1Cc" rofina
Internet:w .nnvaterquality.org a�lNry//�
An Equal Opportumly l Affirmative Acton Employer ;V/ a`u`al

r
AMA
r
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
June 17, 2009
S. F. Ballou, Jr., President
S. F. Ballou, Inc.
301 Commerce Avenue, Suite 101
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 090120
Scotts Farm Subdivision
Carteret County
Dear Mr. Ballow:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
Scotts Farm Subdivision on January 21, 2009 with additional information submitted on April 27, 2009. A
preliminary review of that information has determined that the following information is needed to continue
the stormwater review:
1. Please label drainage easements the same width on all plans. The rear lot easement on the south is
labeled as 20 ft. on Plan SE-1 behind lot 5, as 30 ft. on Plan SP-5 behind lots 5 & 11, as 20 ft. scaled
on Plan SP-4 along south lot lines.
2. Since this is a low -density project, there is no collection system allowed, please limit piping to the
minimum required to cross under roads. Please eliminate the pipe between lots 5 & 6 that is reported
on plans SP-5, SW-1, SE-1. Plan SE-2 shows the pipe stopping just after the road/sidewalk. All
stormwater conveyance on low -density projects shall be vegetated conveyances. 15A NCAC
02H.1005. The pipe between lots 5 & 6 needs to be a swale.
3. Please clarify the information for 5:1 trapezoidal swales. Plan SW-1 has an 'open channel detail' with
the 2 ft bottom dimensioned and the guidelines do not line up to the bottom for 2 ft. The note on plan
SW-1 in lot 2 calls out the 5:1 swale typical and the top is labeled as 7.5 ft wide and the detail at the
bottom of same plan dimensions the width at 15 ft - as does the detail on SE-4. Please remove the
detail for 3:1 V bottom swale on Plan DE-4. All plans need to report consistent information. The
swales between lots need to be the 5:1 trapezoidal swale since they receive the curb outlet Stormwater
runoff. The swale at the back of the lots needs to be the 5:1 trapezoidal swale since this is SA waters.
4. Please verify the built -upon area (bua) associated with the lot for the lift station. Typically there is bua
associated with a road and personnel access, pump pad, manholes, etc... Please account for the bua
associated with the lift station lot on the table for the deed restrictions, plan SPA, and application page
2, etc... for all application documents.
5. Please revise the low -density supplement, section II calculation box on page 2 for the revised bua
submitted April 27, 2009. The bua for roads changed. Include the number of lots proposed and the
maximum allowable for lots.
6. Please provide the revised built -upon area table for each lot as a separate sheet. The table was
provided on plan SPA and the application needs an 8'/ x 11 version included with the deed
restrictions. Please note that the bua data on SPA reports one (1) square foot short on the impervious
subtotal for lots at the bottom. The bua table on page 2 of the application, Section III (9) reports 36,687
+ 2081 = 38,768 sf and Plan SPA reports 38,767sf.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
Phone [phone] FAX: [phone] Customer service: 1-877-623-6748
North Carolina
Internet:w .ncwaterquality.org
a��`u1'/N���I,
Naturally
An Equal Opportunity l Affirmative Acton Employer

7. Please remember that a change to one number, detail, or label may have a domino effect on other
numbers. Please check all plans, calculations and application forms and make changes as needed.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to July 29, 2009, or the application will be
returned as incomplete. The return of a project will necessitate re -submittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must
be returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
mary.Naugle(a ncmail.net.
Sincerely,
(�q �qt n
U 11 p��\�Y1Q
Mary Jean Naugle (�
l"
GDS/mjn: S:\WQS\STORMWATER\adinfo\2009\090120 jun09
cc: William Gold, P.E., Meridian Engineering, P.A., 252-522-2587, fax: 2501
WiRO
Page 2 of 2

1
cjieQ& 1 ENGINEERING
388 MCCOTTER BLVD, HAVELOCK,NC 28532
252-349-5803, 252-444-5765
April 21, 2009
Ms Mary Jean Naugle
North Carolina Division of Water Quality
Wilmington Regional Office
t2? L327 Cardinal Drive Extension
1 Wilmington, NC 28405
Re: Scotts Farm Subdivision Review
Carteret County
Mary Jean,
APR 2 7 2009
BY: 1 �t
We received your comments regarding Scotts Farm Subdivision, Morehead City, Carteret
County, North Carolina and have addressed each as follows:
COMMENT 1: Please either delineate all wetlands on site, disturbed or undisturbed, or note on
the plans that none exist. It appears there are no wetlands on site. If so, please add the note on
the plans: "no wetlands are within the permit area".
RESPONSE 1: "No wetlands are within the permit area" note added to plan, see sheets SP-5
o and SW-1.
COMMENT 2: Please locate all stormwater systems, including, swales, in access/drainage
easements, to be recorded and label the typical location and width on the plan #S-5. For example
the rear lot easement is labeled but none for the drainage system along the road or between each
lot line. A 10 foot setback appears to be provided along each lot line, but since there is
Stormwater drainage routed along each lot line, the drainage easement and width needs to be
labeled on the plans.
RESPONSE 2: Stormwater easements have been revised, see sheets SP-4, SP-5, and SW-1.
,COMMENT 3: Please initial checklist on page 1 of the curb outlet supplement.
RESPONSE 3: Checklist of curb outlet supplement initialed, see attached.
COMMENT 4: Since this is a low density project, there is no collection system allowed, please
limit piping to the minimum required to cross under roads. Please eliminate the pipe between lots
5 & 6 that is reported on plans SP-5, SW-1, SE-1. Plan SE-2 shows the pipe stopping just after
the road/sidewalk.
RESPONSE 4: This culvert is for pass through flow only. All road drainage for this project
enters the proposed bmp through curb cuts, into side lot swales and into rear lot swales. Each
with 5:1 side slopes in easements.

COMMENT 5: Provide dimensions and sizing calculations for the outlet protection on each
stormwater outlet. A typical rip rap detail is provided on SE-5, but no dimensions or calculations
are provided for sizing basis to demonstrate diffuse flow at non -erosive velocity. Please provide
a table of dimensions for each outlet protection on the plans and label each with a corresponding
number.
RESPONSE 5: The outlet protection and rock check dam were included as temporary erosion
and sediment control measures only. Velocities calculations were included in stormwater
submission, seepages 27-30. The 10 year 24 hour were V max = 3.01fps and Vave = 1.42 fps.
However, as the additional impervious area has been added swale calculations were revised.
Revised velocity calculations-are-incluiled,-V maz =-2.-7 fp' s and Vave = 0.79 fps. Both are non -
erosive, as such permanent outlet protection was not necessary.
COMMENT 6: Please label the location of the 5:1 trapezoidal swales. Plan SE4 has a detail for
a 3:1 v-0 bottom Swale and there is no labeling on plan SP-5 to determine where the 5:1
J trapezoidal Swale is located. All plans need to report consistent information. The swales between
�� lots need to be the 5:1 trapezoidal swale since they receive the curb outlet Stormwater runoff.
7 The swale at the back of the lots needs to be the 5:1 trapezoidal swale since this is SA waters.
RESPONSE 6: All swales along the rear and side lot lines are 5:1, see sheets SP-4, SP-5 and
SW-1, per contours, spots and details and calculations.
COMMENT 7: Please consider reporting the built -upon area for each lot in whole numbers. For
example:
Lot Number BUA (square feet)
1 2,062
2 through 15 2,121
16 2,214
17 2,411
18 2,402
This rounding to whole numbers of the BUA on each lot would revise the building BUA to
38,783 sf and the total to 85,934 sf. You may want to add the additional BUA of 3,048 sf to the
BUA total on the table on the application page 2 section 111 (9) as "future". This would take the
project to 25% density limit and give some contingency. Just add the 3,048 sf of future BUA on
the application table on the row labeled "other on -site (sf)".
RESPONSE T BUAs figures and calculations have been revised accordingly and added to sheet
SP-1. The additional impervious was added to stormwater application as future, see attached
COMMENT 8: Please remember that a change to one number, detail, or label may have a domino
effect on other numbers. Please check all plans, calculations and application forms and make
changes as needed.
RESPONSE 8: So noted.
Thank you in advance for you time and consideration.
With all our regards,
,9,'� -9,YJ�"
Susan L. Sayger, PE,
dXl%,AV Engineering
William Gold, PE, Meridian Engineering, P.A

Scott's Farm Subdivision
Low Density -Curb Outlet -Grassed swalc
Morehead City, Carteret County North Carolina
INTRODUCTION
This narrative discusses the low density stormwater permit application for the Scott's Farm Subdivision
project, which was approved by the City of Morehead Planning Board on November 20, 2007 (see
attached letter). The plan includes construction of a 18-lot single family residential subdivision on a
8.18-arce parcel located off Ashley Drive, near Country Club Road, Morehead City, Carteret County,
North Carolina. The attached plan and calculations are for details of curb outlet and trapezoidal shaped,
grassed swale system which outfalls into an existing swale along the southern boundary.
EXISTING/PROPOSED CONDITIONS
The existing topography of the parcel is relatively flat and drains at a minimum grade of 1% to the
center of the site and into an existing ditch. The site drains less than one half mile to the Newport
River, classified as a SA/HQW. In general, the design maintains the existing drainage pattern. The site
proposes 88,862 sqft of impervious surfaces out of 8.18 acres, or 24.95%, less than 25% impervious
surfaces. As such, stormwater is being managed and permitted under the curb outlet, low density
option. The site is designed so that all stormwater from the proposed road (Ashley Drive) drains
towards and through the curb cut outlets at each lot. From the curb cuts, runoff drains into swales and
into the trapezoidal grassed swales. The trapezoidal swales have a longitudinal slope of 0.5%, a two -
foot bottom width and 5:1 side slopes. As seen in the attached routings the 10 year event depth is 0.7-
foot resulting in over one-half foot freeboard at 2.7 feet per second, maximum velocity.
MAJOR DESIGN ELEMENTS
Swale Parameters
The channel was design in accordance with NC DENR DQW major design elements. The proposed
channels is in three segments which are approximately 1,600 total feet (greater than 150 feet), draining
towards the existing center at a 0.5% slope. With a two -foot bottom and 5:1 side slopes the 10 year
maximum depth is 0.7-foot. The channel is 1.3' deep and will provide 0.5 feet of freeboard. At the
downstream end where the proposed swales discharge into the existing channel, the 10 year velocity is
cf,C1�cGf�piG
388 McODuer Blvd., Havelock, NC 28532
PLANNIN,O,_DESIO N., EN OIN EERING

Scott's Farm Subdivision
Low Density -Curb Cutlet -Grassed swale
Morehead City, Carteret County North Carolina
also non -erosive at 2.7 fps (See attached calculations). The BMP is located within a drainage easement
to be recorded.
• The 10-year pre -development runoff= 23 cfs
• The 10-year post development runof€ 29 cfs
• The 10-year post -development maximum velocity = 2.7 fps
• Provided channel length = over 1,600 ft, greater than 150 feet
• Provided channel slope = 0.5%
• Provided channel side slopes = 5:1
• Provided freeboard = 0.5 feet
• Recorded easement and maintenance agreement
CONCLUSION
Supporting
Documentation
(Pre-Dev Route)
(Route)
(Route)
(Plan set)
(Plan set)
(Plan set)
(Plan set/channel talc)
(Plan set)
The proposed design is for 8.18 total acre site for a 18 lot single family residential subdivision. All
impervious surfaces will drain to curb cuts and overland to the BMP grassed, trapezoidal swalcs. The
proposed BMP contains the required event, design parameters, freeboard, meeting or exceeding all
DENR size, depth and volume requirements.
Susan H. Sayger,PE
KSMJ,pllc/Meridian Engineering PA
388 McCotter Blvd, Havelock, NC 28532
252-349-5803,252-444-5765
"'Wo,IIIII n
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388 McCotter Blvd., Havelock, NC 28532
PLAN NIN_G,,_DE5113 N�, ENGINEERING,

reach ab
rea h ab
reach ab.
(new Reach)
J�k
cam#
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9
SUbCa Reach Pond Link Drainage Diagram for algold3ROUTEfinal4-21reachab
Prepared by KsMj Engineering, 388 McCotter Blvd.Havelxk,NC26532
HydroCADO a.OD sln 004746 0 2006 HydroCAD Software SolAons LLC

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotl
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/i
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment reach ab: reach ab
Runoff = 11.67 cfs @ 0.17 hrs, Volume= 42,014 cf, Depth= 3.64"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt=
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (sf) C
34,557 0.90 Paved parking & roofs
103,950 0.40 50-75% Grass cover, Fair, HSG B
138,507 0.52 Weighted Average
138,507 0.52 Pervious Area
C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (sg_rft) C Description (subcats)
103,950 0.40 50-75% Grass cover, Fair, HSG B (reach ab)
34,557 0.90 Paved parking & roofs (reach ab)
138,507

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment reach ab: reach ab
Time Runoff
(hours) (cfs)
0.00
0.00
0.50
11.67
1.00
11.67
1.50
0.00
2.00
0.00
2.50
0.00
3.00
0.00
3.50
0.00
4.00
0.00
4.50
0.00
5.00
0.00
5.50
0.00
6.00
0.00
6.50
0.00
7.00
0.00
7.50
0.00
8.00
0.00
8.50
0.00
9.00
0.00
9.50
0.00
10.00
0.00
10.50
0.00
11.00
0.00
11.50
0.00
12.00
0.00
12.50
0.00
13.00
0.00
13.50
0.00
14.00
0.00
14.50
0.00
Time
Runoff
(hours) (cfs)
15.00
0.00
15.50
0.00
16.00
0.00
16.50
0.00
17.00
0.00
17.50
0.00
18.00
0.00
18.50
0.00
19.00
0.00
19.50
0.00
20.00
0.00
20.50
0.00
21.00
0.00
21.50
0.00
22.00
0.00
22.50
0.00
23.00
0.00
23.50
0.00
24.00
0.00

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach reach ab.: (new Reach)
Inflow Area = 138,507 sf, Inflow Depth = 3.64"
Inflow = 11.67 cfs @ 0.17 hrs, Volume= 42,014 cf
Outflow = 11.67 cfs @ 1.06 hrs, Volume= 42,014 cf, Atten= 0%, Lag= 53.4 mu
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.77 fps, Min. Travel Time= 4.0 min qk— 4h v 0`
Avg. Velocity = 0.79 fps, Avg. Travel Time=14.0 min '
Peak Storage= 2,781 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.74'
Bank -Full Depth=1.40', Capacity at Bank -Full= 50.74 cfs
2.00' x 1.40' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 '/' Top Width=16.00'
Length= 660.0' Slope= 0.0050 '/'
Inlet Invert= 6.00', Outlet Invert= 2.70'

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach reach ab.: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
1.00
11.67
2,781
6.74
11.67
2.00
0.00
29
6.02
0.02
3.00
0.00
6
6.00
0.00
4.00
0.00
1
6.00
0.00
5.00
0.00
0
6.00
0.00
6.00
0.00
0
6.00
0.00
7.00
0.00
0
6.00
0.00
8.00
0.00
0
6.00
0.00
9.00
0.00
0
6.00
0.00
10.00
0.00
0
6.00
0.00
11.00
0.00
0
6.00
0.00
12.00
0.00
0
6.00
0.00
13.00
0.00
0
6.00
0.00
14.00
0.00
0
6.00
0.00
15.00
0.00
0
6.00
0.00
16.00
0.00
0
6.00
0.00
17.00
0.00
0
6.00
0.00
18.00
0.00
0
6.00
0.00
19.00
0.00
0
6.00
0.00
20.00
0.00
0
6.00
0.00
21.00
0.00
0
6.00
0.00
22.00
0.00
0
6.00
0.00
23.00
0.00
0
6.00
0.00
24.00
0.00
0
6.00
0.00

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach reach ab.: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.00
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74
u

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solufions LLC
Stage -Area -Storage for Reach reach ab.: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
74
6.10
0.3
165
6.15
0.4
272
6.20
0.6
396
6.25
0.8
536
6.30
1.1
693
6.35
1.3
866
6.40
1.6
1,056
6.45
1.9
1,262
6.50
2.3
1,485
6.55
2.6
1,724
6.60
3.0
1,980
6.65
3.4
2,252
6.70
3.9
2,541
6.75
4.3
2,846
6.80
4.8
3,168
6.85
5.3
3,506
6.90
5.9
3,861
6.95
6.4
4,232
7.00
7.0
4,620
7.05
7.6
5,024
7.10
8.3
5,445
7.15
8.9
5,882
7.20
9.6
6,336
7.25
10.3
6,806
7.30
11.1
7,293
7.35
11.8
7,796
7.40
12.6
8,316

reach c.
rea h c
reach c
(new Reach)
ZA I SUbCa Reach Pond Link Drainage Diagram for algold3ROUTEfinal4-21 reachc
Prepared by KsMj Engineering, 388 McCotter Blvd.Havelock,NC28532
HydroCAD98.00 sin OD4746 02006 HydroCAD Software Solutions LLC

C:\algold3\
algold3ROUTEfinal4-21reachc
reach, revsd BUA, 10yr vel cal c, Scotts
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area (eft) C
59,400 0.40
19,747 0.90
79,147
Area Listing (all nodes)
Description (subcats)
50-75% Grass cover, Fair, HSG B (reach c.)
Paved parking & roofs (reach c.)

C:\algold3\ reach, revsd BUA,10yr vel calc, Scotts
algold3ROUTEfina14-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment reach c.: reach c
Runoff = 6.67 cfs @ 0.17 hrs, Volume= 24,008 cf, Depth= 3.64"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
19,747 0.90 Paved parking & roofs
59,400 0.40 50-75% Grass cover, Fair, HSG B
79,147 0.52 Weighted Average
79,147 0.52 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfina14-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment reach c.: reach c
Time Runoff
(hours) (cfs)
0.00
0.00
0.05
2.00
0.10
4.00
0.15
6.00
0.20
6.67
0.25
6.67
0.30
6.67
0.35
6.67
0.40
6.67
0.45
6.67
0.50
6.67
0.55
6.67
0.60
6.67
0.65
6.67
0.70
6.67
0.75
6.67
0.80
6.67
0.85
6.67
0.90
6.67
0.95
6.67
1.00
6.67
1.05
4.67
1.10
2.67
1.15
0.67
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfina14-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach reach c: (new Reach)
Inflow Area = 79,147 sf, Inflow Depth = 3.64"
Inflow = 6.67 cfs @ 0.17 hrs, Volume= 24,008 cf
Outflow = 6.67 cfs @ 1.03 hrs, Volume= 24,008 cf,
Atten= 0%, Lag-- 51.6 mu
Routing by Stor-Ind+Trans method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.40 fps, Min. Travel Time= 2.2 min
Avg. Velocity =1.09 fps, Avg. Travel Time= 4.9 min
Peak Storage= 891 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.57'
Bank -Full Depth=1.40', Capacity at Bank -Full= 50.74 cfs
2.00' x 1.40' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 '/' Top Width=16.00'
Length= 320.0' Slope= 0.00507
Inlet Invert-- 6.00', Outlet Invert-- 4.40'

C:\algold3\ reach, revsd BUA,10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach reach c: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
0.20
6.67
853
6.56
5.24
0.40
6.67
891
6.57
6.67
0.60
6.67
891
6.57
6.67
0.80
6.67
891
6.57
6.67
1.00
6.67
891
6.57
6.67
1.20
0.00
169
6.18
1.55
1.40
0.00
27
6.04
0.06
1.60
0.00
11
6.02
0.01
1.80
0.00
6
6.01
0.01
2.00
0.00
3
6.00
0.00
2.20
0.00
2
6.00
0.00
2.40
0.00
1
6.00
0.00
2.60
0.00
1
6.00
0.00
2.80
0.00
0
6.00
0.00
3.00
0.00
0
6.00
0.00

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach reach c: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05 _
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.00
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach reach c: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
36
6.10
0.3
80
6.15
0.4
132
6.20
0.6
192
6.25
0.8
260
6.30
1.1
336
6.35
1.3
420
6.40
1.6
512
6.45
1.9
612
6.50
2.3
720
6.55
2.6
836
6.60
3.0
960
6.65
3.4
1,092
6.70
3.9
1,232
6.75
4.3
1,380
6.80
4.8
1,536
6.85
5.3
1,700
6.90
5.9
1,872
6.95
6.4
2,052
7.00
7.0
2,240
7.05
7.6
2,436
7.10
8.3
2,640
7.1.5
8.9
2,852
7.20
9.6
3,072
7.25
10.3
3,300
7.30
11.1
3,536
7.35
11.8
3,780
7.40
12.6
4,032

cKd990,llf ENGINEERING
388 MCCOTTER BLVD, HAVELOCK,NC 28532
252-349-5803, 252-444-5765
April 21, 2009
Ms Mary Jean Naugle
North Carolina Division of Water Quality
Wilmington Regional Office
127 1-3i4-Cardinal Drive Extension
Wilmington, NC 28405
Re: Scotts Farm Subdivision Review
Carteret County
Mary Jean,
We received your comments regarding Scotts Farm Subdivision, Morehead City, Carteret
County, North Carolina and have addressed each as follows:
COMMENT 1: Please either delineate all wetlands on site, disturbed or undisturbed, or note on
the plans that none exist. It appears there are no wetlands on site. If so, please add the note on
the plans: "no wetlands are within the permit area".
RESPONSE 1: "No wetlands are within the permit area" note added to plan, see sheets SP-5
and SW-1.
COMMENT 2: Please locate all stormwater systems, including, swales, in access/drainage
easements, to be recorded and label the typical location and width on the plan #S-5. For example
the rear lot easement is labeled but none for the drainage system along the road or between each
lot line. A 10 foot setback appears to be provided along each lot line, but since there is
Stormwater drainage routed along each lot line, the drainage easement and width needs to be
labeled on the plans.
RESPONSE 2: Stormwater easements have been revised, see sheets SP-4, SP-5, and SW-1.
COMMENT 3: Please initial checklist on page 1 of the curb outlet supplement.
RESPONSE 3: Checklist of curb outlet supplement initialed, see attached.
COMMENT 4: Since this is a low density project, there is no collection system allowed, please
limit piping to the minimum required to cross under roads. Please eliminate the pipe between lots
5 & 6 that is reported on plans SP-5, SW-1, SE-1. Plan SE-2 shows the pipe stoppingjust after
the road/sidewalk.
RESPONSE 4: This culvert is for pass through flow only. All road drainage for this project
enters the proposed bmp through curb cuts, into side lot swales and into rear lot swales. Each
with 5:1 side slopes in easements.
Cr�vT_`.�iL
APR 8 7 2009
P-W

COMMENT 5: Provide dimensions and sizing calculations for the outlet protection on each
stormwater outlet. A typical rip rap detail is provided on SE-5, but no dimensions or calculations
are provided for sizing basis to demonstrate diffuse flow at non -erosive velocity. Please provide
a table of dimensions for each outlet protection on the plans and label each with a corresponding
number.
RESPONSE 5: The outlet protection and rock check dam were included as temporary erosion
and sediment control measures only. Velocities calculations were included in stormwater
submission, see pages 27-30. The 10 year, 24 hour were V max = 3.Olfps and Vave = 1.42 fps.
However, as the additional impervious area has been added, swale calculations were revised.
Revised velocity calculations are included, V max = 2.7 fps and Vave = 0.79 fps. Both are non -
erosive, as such permanent outlet protection was not necessary.
COMMENT 6: Please label the location of the 5:1 trapezoidal swales. Plan SE-4 has a detail for
a 3:1 v-0 bottom swale and there is no labeling on plan SP-5 to determine where the 5:1
trapezoidal swale is located. All plans need to report consistent information. The swales between
lots need to be the 5:1 trapezoidal swale since they receive the curb outlet Stormwater runoff.
The Swale at the back of the lots needs to be the 5:1 trapezoidal swale since this is SA waters.
RESPONSE 6: All swales along the rear and side lot lines are 5:1, see sheets SP-4, SP-5 and
SW-1, per contours, spots and details and calculations.
COMMENT 7: Please consider reporting the built -upon area for each lot in whole numbers. For
example:
Lot Number BUA (square feet)
1 2,062
2 through 15 2,121
16 2,214
17 2,411
18 2,402
This rounding to whole numbers of the BUA on each lot would revise the building BUA to
38,783 sf and the total to 85,934 sf. You may want to add the additional BUA of 3,048 sf to the
BUA total on the table on the application page 2 section 111 (9) as "future". This would take the
project to 25% density limit and give some contingency. Just add the 3,048 sf of future BUA on
the application table on the row labeled "other on -site (sf)".
RESPONSE 7: BUAs figures and calculations have been revised accordingly and added to sheet
SP-l. The additional impervious was added to stormwater application as future, see attached.
COMMENT 8: Please remember that a change to one number, detail, or label may have a domino
effect on other numbers. Please check all plans, calculations and application forms and make
changes as needed.
RESPONSE 8: So noted.
Thank you in advance for you time and consideration.
With all our regards,
�ea2 � �y�lrr
Susan L. Sayger, PE,
c%Cc9u�fl� Engineering
William Gold, PE, Meridian Engineering, P.A

Scott's Farm Subdivision
APR 2 7 2009
Low Density -Curb Outlet -Grassed swale
Morehead City, Carteret County North Carolina BY:
INTRODUCTION
This narrative discusses the low density stormwater permit application for the Scott's Farm Subdivision
project, which was approved by the City of Morehead Planning Board on November 20, 2007 (see
attached letter). The plan includes construction of a 18-lot single family residential subdivision on a
8.18-arce parcel located off Ashley Drive, near Country Club Road, Morehead City, Carteret County,
North Carolina. The attached plan and calculations are for details of curb outlet and trapezoidal shaped,
grassed Swale system which outfalls into an existing swale along the southern boundary.
The existing topography of the parcel is relatively flat and drains at a minimum grade of 1% to the
center of the site and into an existing ditch. The site drains less than one half mile to the Newport
River, classified as a SA/HQW. In general, the design maintains the existing drainage pattern. The site
proposes 88,862 sgft of impervious surfaces out of 8.18 acres, or 24.95%, less than 25% impervious
surfaces. As such, stormwater is being managed and permitted under the curb outlet, low density
option. The site is designed so that all stormwater from the proposed road (Ashley Drive) drains
towards and through the curb cut outlets at each lot. From the curb cuts, runoff drains into swales and
into the trapezoidal grassed swales. The trapezoidal swales have a longitudinal slope of 0.5%, a two -
foot bottom width and 5:1 side slopes. As seen in the attached routings the 10 year event depth is 0.7-
foot resulting in over one-half foot freeboard at 2.7 feet per second, maximum velocity.
MAJOR DESIGN ELEMENTS
Swale Parameters
The channel was design in accordance with NC DENR DQW major design elements. The proposed
channels is in three segments which are approximately 1,600 total feet (greater than 150 feet), draining
towards the existing center at a 0.5% slope. With a two -foot bottom and 5:1 side slopes the 10 year
maximum depth is 0.7-foot. The channel is 1.3' deep and will provide 0.5 feet of freeboard. At the
downstream end where the proposed swales discharge into the existing channel, the 10 year velocity is
388 McConer Blvd., Havelock, NC 28532
PLANNIN.G.,_DEBIG N,r, ENGINEERING,

Scott's Farm Subdivision
Low Density -Curb Outlet -Grassed swale
Morehead City, Carteret County North Carolina
also non -erosive at 2.7 fps (See attached calculations). The BMP is located within a drainage easement
to be recorded.
• The 10-year pre -development runoff= 23 cfs
• The 10-year post development runoff 29 cfs
• The 10-year post -development maximum velocity = 2.7 fps
• Provided channel length = over 1,600 ft, greater than 150 feet
• Provided channel slope = 0.5%
• Provided channel side slopes = 5:1
• Provided freeboard = 0.5 feet
• Recorded easement and maintenance agreement
CONCLUSION
Supporting
Documentation
(Pre-Dev Route)
(Route)
(Route)
(Plan set)
(Plan set)
(Plan set)
(Plan set/channel calc)
(Plan set)
The proposed design is for 8.18 total acre site for a 18 lot single family residential subdivision. All
impervious surfaces will drain to curb cuts and overland to the BMP grassed, trapezoidal swales. The
proposed BMP contains the required event, design parameters, freeboard, meeting or exceeding all
DENR size, depth and volume requirements.
Susan H. Sayger,PE
AL
KSMJ,pllc/Meridian Engineering PA = 31 ` 4
388 McCotter Blvd, Havelock, NC 28532
252-349-5803,252444-5765
9��c4f�pdG;
388 McC tier Blvd., Havelock, NC 28532
PLANNIN, G.,_DESIG N,, ENOI,N EER.IN6

reach ab
rea I
h ab
reach ab.
(new Reach)
gECEI'�rED
APR Q 7 2009
BY-
Subca Reach Pond Link Drainage Diagram for algold3ROUTEfinai4-21reachab
Prepared by KsMj Engineering, 3BB McCarter Blvd. Havelock, NC28532
HydroCAD®8.00 s/n 004746 0 2006 HydroCAO Software Solutions LLC

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area (soft) C
103,950 0.40
34,557 0.90
138,507
Area Listing (all nodes)
Description (subcats)
50-75% Grass cover, Fair, HSG B (reach ab)
Paved parking & roofs (reach ab)

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment reach ab: reach ab
Runoff = 11.67 cfs @ 0.17 hrs, Volume= 42,014 cf, Depth= 3.64"
Runoff by Rational method, Rise/Fa11=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
34,557 0.90 Paved parking & roofs
103,950 0.40 50-75% Grass cover, Fair, HSG B
138,507 0.52 Weighted Average
138,507 0.52 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, lnten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter Blvd.Havelock,NC28532 Page 4
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment reach ab: reach ab
Time Runoff
(hours) (cfs)
0.00
0.00
0.50
11.67
1.00
11.67
1.50
0.00
2.00
0.00
2.50
0.00
3.00
0.00
3.50
0.00
4.00
0.00
4.50
0.00
5.00
0.00
5.50
0.00
6.00
0.00
6.50
0.00
7.00
0.00
7.50
0.00
8.00
0.00
8.50
0.00
9.00
0.00
9.50
0.00
10.00
0.00
10.50
0.00
11.00
0.00
11.50
0.00
12.00
0.00
12.50
0.00
13.00
0.00
13.50
0.00
14.00
0.00
14.50
0.00
Time
Runoff
(hours) (cfs)
15.00
0.00
15.50
0.00
16.00
0.00
16.50
0.00
17.00
0.00
17.50
0.00
18.00
0.00
18.50
0.00
19.00
0.00
19.50
0.00
20.00
0.00
20.50
0.00
21.00
0.00
21.50
0.00
22.00
0.00
22.50
0.00
23.00
0.00
23.50
0.00
24.00
0.00

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach reach ab.: (new Reach)
Inflow Area = 138,507 sf, Inflow Depth = 3.64"
Inflow = 11.67 cfs @ 0.17 hrs, Volume= 42,014 cf
Outflow = 11.67 cfs @ 1.06 hrs, Volume= 42,014 cf,
Atten= 0%, Lag-- 53.4 mu
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.77 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 0.79 fps, Avg. Travel Time=14.0 min
Peak Storage= 2,781 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.74'
Bank -Full Depth=1.40', Capacity at Bank -Full= 50.74 cfs
2.00' x 1.40' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 7' Top Width=16.00'
Length= 660.0' Slope= 0.0050 '/'
Inlet Invert— 6.00', Outlet Invert= 2.70'

C:\algold3\ Reachab,Rvsd BUA,10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach reach ab.: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
1.00
11.67
2,781
6.74
11.67
2.00
0.00
29
6.02
0.02
3.00
0.00
6
6.00
0.00
4.00
0.00
1
6.00
0.00
5.00
0.00
0
6.00
0.00
6.00
0.00
0
6.00
0.00
7.00
0.00
0
6.00
0.00
8.00
0.00
0
6.00
0.00
9.00
0.00
0
6.00
0.00
10.00
0.00
0
6.00
0.00
11.00
0.00
0
6.00
0.00
12.00
0.00
0
6.00
0.00
13.00
0.00
0
6.00
0.00
14.00
0.00
0
6.00
0.00
15.00
0.00
0
6.00
0.00
16.00
0.00
0
6.00
0.00
17.00
0.00
0
6.00
0.00
18.00
0.00
0
6.00
0.00
19.00
0.00
0
6.00
0.00
20.00
0.00
0
6.00
0.00
21.00
0.00
0
6.00
0.00
22.00
0.00
0
6.00
0.00
23.00
0.00
0
6.00
0.00
24.00
0.00
0
6.00
0.00

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfinal4-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach reach ab.: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.00
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74

C:\algold3\ Reachab,Rvsd BUA, 10yr velcalc,Scotts
algold3ROUTEfina14-21reachab Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach reach ab.: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
74
6.10
0.3
165
6.15
0.4
272
6.20
0.6
396
6.25
0.8
536
6.30
1.1
693
6.35
1.3
866
6.40
1.6
1,056
6.45
1.9
1,262
6.50
2.3
1,485
6.55
2.6
1,724
6.60
3.0
1,980
6.65
3.4
2,252
6.70
3.9
2,541
6.75
4.3
2,846
6.80
4.8
3,168
6.85
5.3
3,506
6.90
5.9
3,861
6.95
6.4
4,232
7.00
7.0
4,620
7.05
7.6
5,024
7.10
8.3
5,445
7.15
8.9
5,882
7.20
9.6
6,336
7.25
10.3
6,806
7.30
11.1
7,293
7.35
11.8
7,796
7.40
12.6
8,316

reach c.
rea h c
reach c
(new Reach)
SUbCa Reach Pond Link Drainage Diagram for algold3ROUTEfinal4-21 reachc
Fre
pared by KsMj Engineering, 388 McCotter BIvd.Havelock,NC28532
HydroCAD® 8.00 sln 004746 0 2006 HydroCAD Software Solutions LLC

C: \ algold3 \
algold3ROUTEfinal4-21reachc
reach, revsd BUA, 10yr vel calc, Scotts
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (q-ft) C Description (subcats)
59,400 0.40 50-75% Grass cover, Fair, HSG B (reach c.)
19,747 0.90 Paved parking & roofs (reach c.)
79,147

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment reach c.: reach c
Runoff = 6.67 cfs @ 0.17 hrs, Volume= 24,008 cf, Depth= 3.64"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
19,747 0.90 Paved parking & roofs
59,400 0.40 50-75% Grass cover, Fair, HSG B
79,147 0.52 Weighted Average
79,147 0.52 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment reach c.: reach c
Time Runoff
(hours) (cfs)
0.00
0.00
0.05
2.00
0.10
4.00
0.15
6.00
0.20
6.67
0.25
6.67
0.30
6.67
0.35
6.67
0.40
6.67
0.45
6.67
0.50
6.67
0.55
6.67
0.60
6.67
0.65
6.67
0.70
6.67
0.75
6.67
0.80
6.67
0.85
6.67
0.90
6.67
0.95
6.67
1.00
6.67
1.05
4.67
1.10
2.67
1.15
0.67
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinal4-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter Blvd.Havelock,NC28532 Page 5
HydroCAD@ 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach reach c: (new Reach)
Inflow Area = 79,147 sf, Inflow Depth = 3.64"
Inflow = 6.67 cfs @ 0.17 hrs, Volume= 24,008 cf
Outflow = 6.67 cfs @ 1.03 hrs, Volume= 24,008 cf, Atten= 0%,
Routing by Stor-Ind+Trans method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.40 fps, Min. Travel Time= 2.2 min
Avg. Velocity =1.09 fps, Avg. Travel Time= 4.9 min
Peak Storage= 891 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.57'
Bank -Full Depth=1.40', Capacity at Bank -Full= 50.74 cfs
2.00' x 1.40' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 '/' Top Width=16.00'
Length= 320.0' Slope= 0.0050 '/'
Inlet Invert= 6.00', Outlet Invert— 4.40'
Lag-- 51.6 mn

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfinaM-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter Blvd.Havelock,NC28532 Page 6
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach reach c: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
0.20
6.67
853
6.56
5.24
0.40
6.67
891
6.57
6.67
0.60
6.67
891
6.57
6.67
0.80
6.67
891
6.57
6.67
1.00
6.67
891
6.57
6.67
1.20
0.00
169
6.18
1.55
1.40
0.00
27
6.04
0.06
1.60
0.00
11
6.02
0.01
1.80
0.00
6
6.01
0.01
2.00
0.00
3
6.00
0.00
2.20
0.00
2
6.00
0.00
2.40
0.00
1
6.00
0.00
2.60
0.00
1
6.00
0.00
2.80
0.00
0
6.00
0.00
3.00
0.00
0
6.00
0.00

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfina14-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach reach c: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.00
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74

C:\algold3\ reach, revsd BUA, 10yr vel calc, Scotts
algold3ROUTEfina14-21reachc Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach reach c: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
36
6.10
0.3
80
6.15
0.4
132
6.20
0.6
192
6.25
0.8
260
6.30
1.1
336
6.35
1.3
420
6.40
1.6
512
6.45
1.9
612
6.50
2.3
720
6.55
2.6
836
6.60
3.0
960
6.65
3.4
1,092
6.70
3.9
1,232
6.75
4.3
1,380
6.80
4.8
1,536
6.85
5.3
1,700
6.90
5.9
1,872
6.95
6.4
2,052
7.00
7.0
2,240
7.05
7.6
2,436
7.10
8.3
2,640
7.15
8.9
2,852
7.20
9.6
3,072
7.25
10.3
3,300
7.30
11.1
3,536
7.35
11.8
3,780
7.40
12.6
4,032

1. .Specify whether project is (check one): ®New ❑Renewal []Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
®Low Density []High Density ❑Redevelop ❑General Permit ❑Universal SMP []Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ®NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
The road surfaces of the 8.2ac site will drain into curbcuts and into grassed swales. The swales will drain into the
trapezoidal grassed swales with 5:1 side slopes and longitudinal slope of 0.5%. All major design elements have
2. Stormwater runoff from this project drains to the Newport River basin.
3. Total Property Area: 8.18 acres 4. Total Wetlands Area: 0.0 acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
6. Total Project Area**:8.18 acres 7. Project Built Upon Area:24.95 %
8. How many drainage areas does the project have?i
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density projects, com lete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Newport River
Stream Class 6r Index No.
SA/HWQ
Total Drainage Area (so
356,161
Rai C
On -site Drainage Area (so
356,161
Off -site Drainage Area (so
0
APR 2 7 2009
Existing Impervious* Area (so
Proposed Impervious*Area (so
88862
% Impervious* Area (total)
24.95
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
36,687
On -site Streets (so
48787
On -site Parking (so
On -site Sidewalks (sf)
2081
9the"0-5ite (sf)
U
Off -site (sf)
Total (so:
88862

Permit No.
(to be provided by DWo
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
CURB OUTLET SYSTEM SUPPLEMENT
FOR LOW DENSITY DEVELOPMENT WITH CURB AND GUTTER
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, a
curb outlet system supplement, a low density supplement, design calculations, and plans and specifications
showing all stormwater conveyances and curb outlet details.
I. PROJECT INFORMATION
Project Name : Scotts Farm Subdivision
Contact Person: Sammie Ballou Phone Number: ( 252)241-7466
Curb outlets to (check one): ® Swale ❑ Vegetated Area
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1008, NCDENR BMP Manual (2007), and Session Law 2006-246.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An
incomplete submittal package will result in a request for additional information. This will delay final
review and approval of the project. Initial in the space provided to indicate that the following design
requirements have been met and supporting documentation is attached. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If a requirement has
not been met, attach justification.
Page/Plan
Initials
Sheet No.
Sw-1
a.
Curb outlets direct flow to a swale or vegetated area.,
242451
b.
Swales or vegetated areas receiving curb outlet flow are designed to carry, at a minimum,
the peak flow from the 10-year storm.
242451
c.
Flow velocity is non -erosive for peak flow from the 10-year storm event.,
SW-1
d.
Longitudinal slope of the swale or vegetated area does not exceed 5%./
f�
Sw-1
e.
Side slopes of the Swale or vegetated area are no steeper than 5:1 (horizontal to vertical
Sw-1
f.
Length of swale or vegetated area is at least 100 feet.,
242451
g.
The system takes into account the run-off at ultimate built -out potential from all surfaces —
draining to the system (delineate drainage area for each swale).

SW-1 h. Swales are located in recorded drainage easements.
SE-5 i. Grass type(s) for permanent vegetative cover specified on detail.
Sw-1 j. Swale detail provided on plans.
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual.
Table 1. Swale Design Information
Swale No.
Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
C
Q
cfs
Slope
(%)
Vallow
((fps)
VWtual
(fps)
Flow
Depth (ft
1
3.18
.79
2.38
.56
11.6
.5
4.5
2.7
.79
2
3.18
.79
2.38
.56
11.6
0.5
4.5
2.7
.79
3
1.8
.45
1.35
.56
6.7
.5
4.5
2.4
.57
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25

SW8 090120.Scotts Farm Subdivision - Additional Information Request
Subject: SW8 090120 Scotts Farm Subdivision - Additional Information Request
From: Mary Jean Naugle <[e-mail]>
Date: Tue, 14 Apr 2009 10:45:51 -0400
To: [e-mail], Mary Naugle <[e-mail]>
Sue
The attached ad info request was mailed to the applicant and the PE on the plans.
re: item 7
Please round your numbers up on the BUA table and recheck the values reported on
the table with that reported on the application at the bottom of page 2 and
elsewhere in the documentation for the application [plans, calcs, etc...].
Please let me know that you receive this memo.
Thank you
Mary Jean
Mary Jean Naugle
NC DENR Express Permitting
910-796-7303
910-350-2004 fax
Please note: E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
090120 apr09.doc Content -Type: - application/msword
Content -Encoding: base64
1 of 1 4/14/2009 10:46 AM

P. 01
TRANSACTION REPORT
APR-02-2009 THU 12:27 PM t
- FOR: NCDENR 910 350 2004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE Md DP
APR-02 12:25 PM 912525222501 1119" 3 FAX TX OK 362
1 TOTAL 1M 19S PAGES: 3 t
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor
FAX COVER SHEET
Dee Freeman, Secretary
Date; "Y -� U / No. Pages (excl. cover): 2
Express Permitting
To: zw From: Sandra Fxum
Co: CV /� P� Phone: [phone]_
Fax: �a _ Sod -- szv V Fax: [phone]
Re: i Yea
Hard comv to follow
127 Cardinal Drivc Extension, Wilmington, NC: 29405 • [phone] • An Equal Opportunity Affirmative Action Employer

©�� �� r
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
April 2, 2009
S. F. Ballou, Jr., President
S. F. Ballou, Inc.
301 Commerce Avenue, Suite 101
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 090120
Scotts Farm Subdivision
Carteret County
Dear Mr. Ballou:
Natural Resources
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
Scotts Farm Subdivision on January 21, 2009. A preliminary review of that information has determined that
the following information is needed to continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the plans
that none exist. It appears there are no wetlands on site. If so, please add the note on the
plans: "no wetlands are within the permit area".
2. Please locate all Stormwater systems, including swales, in access/drainage easements, to
be recorded and label the typical location and width on the plan #SP-5. For example the
rear lot easement is labeled but none for the drainage system along the road or between
each lot line. A 10-foot setback appears to be provided along each lot line, but since there
is Stormwater drainage routed along each lot line, the drainage easement and width needs
to be labeled on the plans.
3. Please initial checklist on page 1 of the curb outlet supplement.
4. Since this is a low density project, there is no collection system allowed, please limit piping
to the minimum required to cross under roads. Please eliminate the pipe between lots 5 & 6
that is reported on plans SP-5, SW-1, SE-1. Plan SE-2 shows the pipe stopping just after
the road/sidewalk.
5. Provide dimensions and sizing calculations for the outlet protection on each stormwater
outlet. A typical rip rap detail is provided on SE-5, but no dimensions or calculations are
provided for sizing basis to demonstrate diffuse flow at non -erosive velocity. Please provide
a table of dimensions for each outlet protection on the plans and label each with a
corresponding number.
Please label the location of the 5:1 trapezoidal swales. Plan DE-4 has a detail for a 3:1 v-
bottom swale and there is no labeling on plan SP-5 to determine where the 5:1 trapezoidal
swale is located. All plans need to report consistent information. The swales between lots
need to be the 5:1 trapezoidal swale since they receive the curb outlet Stormwater runoff.
The swale at the back of the lots needs to be the 5:1 trapezoidal swale since this is SA
waters.
Wilmington Regonal Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service. 1-817-623-6748 North Carol jna
Internet www rimalerquality org ry j�y�ry //�
An Equal Opportunity l Affirrnafive Action Employer Naturally ral

%f
Please consider reporting the built -upon area for each lot in whole numbers. For example:
Lot Number BUA (square feet)
1 2,062
2 through 15 2,121
16 2,214
17 2,411
18 2,402
This rounding to whole numbers of the BUA on each lot would revise the building BUA to
38,783 sf and the total to 85,934 sf. You may want to add the additional BUA of 3,048 sf to
the BUA total on the table on the application, page 2, section III (9) as "future". This would
take the project to 25% density limit and give some contingency. Just add the 3,048 sf of
future BUA on the application table on the row labeled: 'other on -site (so".
8. Please remember that a change to one number, detail, or label may have a domino effect on
other numbers. Please check all plans, calculations and application forms and make
changes as needed.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to May 5, 2009, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must
be returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
mary.Naugle(a)ncmail.net.
�SYitncnerely,
Mary ea N ugle
GDS/mjn: S:\WQS\STORMWATER\adinfo\2009\090120 apr09
cc: William Gold, P.E., Meridian Engineering, P.A., 252-522-2587, fax: 2501
WiRO
Page 2 of 2

Project name 6CotC rs CqQ fri ( n2i�t2.r'� l Review Date O
Checklist for Completeness Review of Stormwater Applications G
4 L I .
Each application for which a "Completeness Review" is needed will have this checklist printed on (pQZ
yellow paper to distinguish it from other applications to be reviewed.
GW��K
❑ Read the narrative and application to determine the type of project, i.e., residential vs.G'�
commercial, subdivision vs. single lot, high density, low density, offsite, redevelopment, and n
determine what documentation needs to be provided.
❑ Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
❑ If low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
❑ Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
❑ Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
❑ Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
dimensions for all proposed BUA) and details.
8 Are the Wetlands delineated on the plans? Y N By whom?
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
waters and the'/2 mile radius clearly shown to scale, is provided.
❑ For high density projects, make sure the correct design storm is used, based on the receiving
stream classification and the projects proximity to SA waters.
❑ Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA talcs
or shown with the road detail, and the road width used in the BUA calculations is less than
that shown on the road detail.
Are there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are signed, sealed and dated.
If the project involves the subdivision of property or has outparcels, make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
❑ Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
8 For multiple HD systems & curb outlet swales, make sure a drainage area map is provided.
If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returned to the applicant. Jo will keep copies of the return letters, application &
check.
❑ If the application lacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? If Yes, date?
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
For Wet Ponds projects:
❑ Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:1WQS\STORMWATER\FORMS\COMPLETENESS REVIEW

Scott's Farm - Carteret, State Stormwater Application
Subject: Scott's Farm - Carteret, State Stormwater Application t l a;)A 1 bq \
From: Mary Jean Naugle <[e-mail] �5 Ors02
Date: Tue, 20 Jan 2009 09:05:15 -0500 J
To: [e-mail], [e-mail], Mary Naugle <[e-mail]>
Sue;
We received the plan approved by the local jurisdiction for vested rights. The check
was returned to Ballou Construction with the memo dated 12/18/08.
Please resubmit a check for $505 payable to NC DENR. Please expedite to allow the
application to be accepted.
thank you
Mary Jean Naugle
NCDENR-DWQ, WiRO
910-796-7303
,�O a-(q
q 1Z Q07Y VX1 ,O L S slLfO u`."i_
Can't
I of 1 1/20/2009 9:09 AM

Meridian. Engjneering-c�cu...
January 13, 2009
Ms. Mary Jean Naugle
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Scott's Farm Review
Carteret County
Mary Jean,
7JA
CEIVE,1D,N 1 6 2009
We received your comments regarding Scott's Farm, Morehead City, Carteret County, North
Carolina and have addressed each as follows:
�OMMENT 1: Please report the signing official's title in S.F. Ballou, Inc. in Section 1.2 of the
application. You must be the level of vice president in order to sign the permit application. It
appears from the filing listed on the NC SOS that you are President. Please fill in the appropriate
title on the application.
RESPONSE I: Mr.Ballou signed the application as president. Line 1.2 has been revised to add
the title ofpresident.
t,OMMENT 2: Demonstrate vested rights for 1995 rule to allow the proposed density of 24
percent in SA waters. Although a letter from the county was submitted, it specifically stated that
"no sketch was reviewed by Council". There was no layout submitted. A site -specific plan with
local approval is required.
A.) The project has obtained a legal building permit. (Please note that if the building permit
was obtained prior to the issuance of a stormwater permit, then it was not legally
obtained.) GS 153A-357 or GS 160A417
B.) The project has a site -specific development plan that has been approved by the local
government prior to October 1, 2008. (You must submit a copy of the approval letter
AND a copy of the approved plan with the application.) GS 153A-344.1(b)(5) & GS
160A-385.1(b)(5). (Under the referenced statutes, "site specific" is a plan that describes
with reasonable certainty the type and intensity of a specific parcel or parcels of property.
It can be in the form of a PUD, subdivision plat, preliminary plan, conditional or special
use permit, a conditional or special use district zoning plan or any other land -use
approval designation as may be utilized by a county. The plan has to show project
boundaries, topography, location of buildings and other improvements, approximate
dimensions, and the location of existing and proposed infrastructure such as water lines,
sewer lines, and roads. —Sketch plans or documents which fail to describe with
Meridian Engineering, 600-D Plaza Blvd, Kinston, NC 28503-252-522-2587
XY.Ag, f ,�: 388 McCOTTER BLVD, HAV ELOCK,NC 28532--252-444-5765
1 of 3

Mendian_Engineering
reasonable certainty the type and intensity of use shall not be considered a site specific
development plan.)
C.) The project has provided a phased development plan showing a sufficient level of detail
in the subsequent phases such that a phase of the project would require a material change
of design in order to make it comply with the October 1 requirements. "A phased
development plan approval pursuant to GS 153A-344.1 for a project located in the
unincorporated part of a county that is subject to the Session law and where the Division
will be issuing the permit. (A phased development plan describes development to a
lesser degree of certainty than a site -specific plan, but in order for phased development
plans to be exempted from the requirements of rule, the following information must be
provided:)
a. The phased development plan must show the initial or first phase of
development, the type and intensity of use for the specific parcel or parcels,
including the boundaries of the project and have an approved subdivision plan
pursuant to GS 153A-330 through GS 153A-335.
b. For any subsequent phase of development, sufficient detail must be provided
such that implementation of the requirements of the rule for the phase of
development would require a material change in that phase of the plan.
D.) A vested development right. (For anything other than a building permit or an approved
site -specific plan from the local government, you will have to go through the AG's
office). A vested right to the development under GS 153A-344(b), 153A-344.1, 160A-
385(b) or 160A-385.1 issued by a local government that implements the rule. A vested
right to the development under common law. ("Common law" is case law developed in
North Carolina on vested rights and may require a legal opinion. Guidance on vested
rights is developed with the assistance of our General Counsel and the AG's Office. If a
decision cannot be made by staff based on the guidance, then the question may be
referred to the AG's Office for a legal opinion.)
RESPONSE 2: Vested rights are shown by the followings:
1. A site -specific sketch plan (included) approved by the local government (City of Morehead
Planning Board) prior to October 11
2. , 2008 (see City letter 111412008), which includes project boundaries, topography,
approximate dimensions, and the location of existing and proposed infrastructure such as
water lines, sewer lines, and roads. The included sketch plan shows a sufficient level of
detail, complying with the October 1 vested right requirements. Changes to this plan would
require a material change of design.
3. Comment from DWQ response date October 18, 2008 stated, "...If you cannot redesign the
project, I encourage you to pursue the vested development rights. " It is obvious from the
site plan, that the project cannot be redesigned without significant and material changes.
4. The included letter from the City of Morehead demonstrates that the owner has
demonstrated reasonable certainty the type and intensity of a specific parcel or parcels in
the form of a preliminary plan.
Meridian Engineering, 600-D Plaza Blvd, Kinston, NC 28503-252-522-2587
,7C.`%.U. `Y, gnyirv�, 388 WCOTTER BLVD, IFIAVELOCK,NC 28532--252-444-5765
2 of 3

Meddian-Engineering_c ct „Gp
There are always some difficulties when new regulations are implemented. From the original
DWQ review comments, we have worked to ensure all the Division's comments and concerns have
been addressed. We feel that the plan meets the requirements and that we have demonstrated our
vested rights.
With all our
M
S an ay E
illi
' KSMJ Engineering
PE- Meridian Engineering
Meridian Engineering, 600-D Plaza Blvd, Kinston, NC 28503-252-522-2587
X.Y. ,7, Snyim&�, 388 McCOTTER BLVD, HAVELOCK,NC 28532--252 444-5765
3 of 3

-P-M 2 NJ
Checklist for Completeness Review of Stormwater Applications
Each application for which a "Completeness Review' is needed will have this checklist printed on mar]
yellow paper to distinguish it from other applications to be reviewed. ot-ilm S t-Te seed 'c
❑ Read the narrative and application to determine the type of project, i.e., residential vs.
commercial, subdivision vs. single lot, high density, low density, offsite, redevelopment, and PIA
determine what documentation needs to be provided. F-o 2
❑ Make sure that all required forms, supplements, O&M's, deed restrictions, signature vt--I-rep
authorizations, etc., are included and contain original signatures. fl.C,� [{T�
❑ If low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
❑ Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
❑ Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
❑ Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
dimensions for ail proposed BUA) and details.
e Are the Wetlands delineated on the plans? Y N By whom?
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
waters and the Y mile radius clearly shown to scale, is provided.
❑ For high density projects, make sure the correct design storm is used, based on the receiving
stream classification and the projects proximity to SA waters.
❑ Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA calcs
or shown with the road detail, and the road width used in the BUA calculations is less than
that shown on the road detail.
Are there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are signed, sealed and dated.
If the project involves the subdivision of property or has outparcels, make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
❑ Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
e For multiple HD systems & curb outlet swales, make sure a drainage area map is provided.
If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returned to the applicant. Jo will keep copies of the return letters, application &
check.
❑ If the application lacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? If Yes, date?
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
For Wet Ponds projects:
❑ Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:\WQS\STORMWATER\FORMS\COMPLETENESS REVIEW

� —i
December 18, 2008
Sammie Ballou
S.F. Ballou, Inc.
301 Commerce Avenue
Morehead City, NC 28557
Subject: APPLICATION RETURN
Project Name: Scotts Farm Subdivision
Location/County: Carteret County
Dear Mr./Ms. Ballou:
Michael F. Easley, Governor
William G Ross Jr, Secretary
North Carolina Department ofEnvironment and Natural Resources
Coleen 11 Sullins Director
Division of Water Quality
The Division received an incomplete stormwater application for the project listed above on
November 24, 2008. The application and check number 40602, are being returned because the
package lacked the necessary elements to accept it for review. The following information is needed to
accept the application for review:
I.) Please report the signing official's title in S.F. Ballou, Inc. in Section 1.2 of the application. You must
be at least the level of vice president in order to sign the permit application. It appears from the
filing listed on the NC SOS that you are President. Please fill in the appropriate title on the
application.
II.) Demonstrate vested rights for 1995 rule to allow the proposed density of 24 percent in SA waters
Although a letter from the county was submitted, it specifically stated that "no sketch was reviewed
by Council". There was no layout submitted. A site -specific plan with local approval is required.
Please provide vested rights to include approval of one of the following:
A.) The project has obtained a legal building permit. (Please note that if the building permit was
obtained prior to the issuance of a stormwater permit, then it was not legally obtained.)
GS153A-357 or GS 160A-417.
B.) The project has a site -specific development plan that has been approved by the local
government prior to October 1, 2008. (You must submit a copy of the approval letter AND a copy of
the approved plan with the application.) GS 153A-344. 1 (b)(5) & GS 160A-385.1(b)(5). (Under the
referenced statutes, "site specific" is a plan that describes with reasonable certainty the type and
intensity of use for a specific parcel or parcels of property. It can be in the form of a PUD,
subdivision plat, preliminary plan, conditional or special use permit, a conditional or special use
district zoning plan or any other land -use approval designation as may be utilized by a county. The
plan has to show project boundaries, topography, location of buildings and other improvements,
approximate dimensions, and the location of existing and proposed infrastructure such as water
lines, sewer lines, and roads. -Sketch plans or documents which fail to describe with reasonable
certainty the type and intensity of use shall not be considered a site specific development plan.)
C.) The project has provided a phased development plan showing a sufficient level of detail in the
subsequent phases such that a phase of the project would require a material change of design in
order to make it comply with the October 1 requirements. "A phased development plan approval
pursuant to GS 153A-344.1 for a project located in the unincorporated part of a county that is
subject to the Session law and where the Division will be issuing the permit. (A phased
development plan describes development to a lesser degree of certainty than a site -specific plan,
but in order for phased development plans to be exempted from the requirements of rule, the
following information must be provided.)
1.) The phased development plan must show the initial or first phase of development, the type a d
intensity of use for the specific parcel or parcels, including the boundaries of the project and ha hCuohna
nn apPrnvori cnhrlivicinn In an nurcuant to (,R 1 ciIA-'iqn thrnneh r'q 1 _i4A-.TTC; Wurall#
i
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet www ncwaterauahty or Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Regded110% Post Consumer Paper

2.) For any subsequent phase of development, sufficient detail must be provided such that
implementation of the requirements of the rule for that phase of development would require a
material change in that phase of the plan.
D.) A vested development right. (For anything other than a building permit or an approved site -
specific plan from the local government, you will have to go through the AG's office). A vested
right to the development under GS 153A-344(b), 153A-344.1, 160A-385(b) or 160A-385.1 issued
by a local government that implements the rule. A vested right to the development under common
law. ("common law" is case law developed in North Carolina on vested rights and may require a
legal opinion. Guidance on vested rights is developed with the assistance of our General Counsel
and the AG's Office. If a decision cannot be made by staff based on the guidance, then the
question may be referred to the AG's Office for a legal opinion.)
Please note that projects received after October 1, 2008, must adhere to the new coastal
stormwater rules. Since this project did not demonstrate vested rights, it is being returned and you will
need to either redesign the project to adhere to these new rules, or include a copy of a vested right (as
listed in the Session Law and described above) issued prior to October 1, 2008 along with your
corrected and resubmitted application.
Please provide the requested information and return the package to the address below. Note
that the 90-day statutory permit review time begins upon receipt of a complete application. If you have
any questions, please do not hesitate to call me at [phone] or email me at
mare. NaUoleancmail. net.
Sincerely,
4)p'-Le
Mary Je Naugle
GDS/mjn: S:\WQS\STORMWATER\RETURN\scottsfarm dec08
cc: William Gold, P.E., Meridian Engineering
(-Wilmington _Regional Files- - ;;
M.J. Naugle

Meridian Engineerin2, PA/7CS9K7 Engineerind. 4llc
November 21, 2008
Ms. Linda Lewis,. -
Mr. Paul Worthington
Division of Water Quality
Division of Land Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Scotts Farm Subdivision Review
Carteret County
Dear Ms. Lewis/Mr. Worthington,
NOV g d 2008
BY:_,�_1
Attached are the revised erosion and sediment control plans and stormwater application and plans
for the Scotts Farm Subdivision project located in Morehead City, Carteret County, North
Carolina. As we explained in our earlier response to the Departments review, we have revised the
plan as you requested. Additionally, we are re -submitting the package under the old regulations
with our vested development rights established by preliminary plan approval in No 20,
2007. A letter (page 8) from the City of Morehead Planning Department is included for
verification.
As always, thank you in advance for you time and consideration.
Sincerely,
Susan L. Sayger, PE, KSMJ Engineering, KSMJ Engineering, Pllc
William/Gold, PE, Meridian Enginee 'ng, P.A
CC: Mr. Sammie Ballou-301 Commerce Avenue, Morehead City

STORMWATER CALCULATIONS
8
SEDIMENTATION 8. EROSION CONTROL DATA
For
SCOTTS FARM SUBDIVISION
S. F. Ballou, Inc.
301 Commerce Avenue
Morehead City, N. C. 28557
September 26, 2008-Rvsd Novermber 21, 2008
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SCOTTS FARM SUBDIVISION
TABLE OF CONTENTS
Page #
• Cover
• Table of Contents 2
• Maps 3
• Major Design Elements 6
• Stormwater Management Permit Application 9
• Low Density Deed Restrictions
13
• Curb Outlet System Supplement
14
• Low Density Supplement
18
• Financial Responsibility/Ownership Form
21
• Construction Sequence
23
• Calculations/ Data
24
• Deed Copy 50
• Soils Report 51
2

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Name of Stream Description
Corr. Class Date Basin Stream Index #
Broad Creek
From source
to Bogue
Sound
West Prong Broad
From source
to Broad
Creek
Creek
Hannah Branch
From source
to West
Prong Broad
Creek
Sandy Branch
From source
to Hannah
Branch
Wolf Branch
From source
to West
Prong Broad
Creek
East Prong Broad
From source
to Broad
Creek
Creek
Gales Creek
From source
to Bogue
Sound
East Prong Gales
From source
to Gales
Creek
Creek
Jumping Run
From source
to Bogue
Sound
Roosevelt
All of the
fresh
Natural Area
waters within
the
Swamp
property'boundaries
of
the natural
area
including swamp
forest, shrub
swamp
and ponds
SA; HOW
SA; HOW
SA; HQW
SA; HQW
SA; HQW
SA; HQW
SA; HQW
SA; HQW
SA; HQW
C; Sw, ORW
Roosevelt All of the saline SA;SW,ORW
Natural Area waters within the
Swamp boundaries of the
natural area including
brackish marsh and
salt marsh
NEWPORT RIVER
From source
to Little
C
Creek Swamp
NEWPORT RIVER
From Little
Creek
SA;HQW
Swamp to Atlantic
Ocean with
exception
of Morehead
City
Harbor restricted
area
Smiths Swamp
From source
to Newport
C
Branch
River
Deep Creek
From source
to Newport
C
River
Laurel Branch
From source
to Deep
C
Creek
Little Deep Creek
From source
to Deep
C
Creek
Snows Swamp
From source
to Newport
C
Branch
River
Sandy Branch
From source
to Newport
C
River
Lodge Creek
From source
to Newport
C
River
Page 3 of 16
06/01/56 White oak 20-36-7
06/01/56 White Oak 20-36-7-1
06/01/56 White Oak 20-36-7-1-1
06/01/56 White Oak 20-36-7-1-1-1
06/01/56 White Oak 20-36-7-1-2
06/01/56 White Oak 20-36-7-2
06/01/56 White Oak 20-36-8
06/01/56 White Oak 20-36-8-1
06/01/56 White Oak 20-36-9
06/01/88 White Oak 20-36-9.5-(1)
06/01/88 White Oak 20-36-9.5-(2)
06/01/56 White Oak 21-(1)
06/01/56 White Oak 21-(17)
06/01/56 White Oak 21-10
09/01/74 White Oak 21-11
09/01/74 White Oak 21-11-1
09/01/74 White Oak 21-11-2
06/01/56 White Oak 21-12
06/01/56 White Oak 21-13
06/01/56 White Oak 21-14
2008-10-25 06:18:21
3

Scott's Farm Subdivision
Low Density -Curb Outlet -Grassed swale
Morehead City, Carteret County North Carolina
This narrative discusses the low density stormwater permit application for the Scott's Farm Subdivision
project, which was approved by the City of Morehead Planning Board on November 20, 2007 (see
attached letter). The plan includes construction of a 18-lot single family residential subdivision on a
8.18-arce parcel located off Ashley Drive, near Country Club Road, Morehead City, Carteret County,
North Carolina. The attached plan and calculations are for details of curb outlet and trapezoidal shaped,
grassed swale system which outfalls into an existing Swale along the southern boundary.
The existing topography of the parcel is relatively flat and drains at a minimum grade of 1% to the
center of the site and into an existing ditch. The site drains less than one half mile to the Newport
River, classified as a SA/HQW. In general, the design maintains the existing drainage pattern. The site
proposes 83,838 sqft of impervious surfaces out of 8.18 acres, or 23.5%, less than 24% impervious
surfaces. As such, stormwater is being managed and permitted under the curb outlet, low density
option. The site is designed so that all stormwater from the proposed road (Ashley Drive) drains
towards and through the curb cut outlets at each lot. From the curb cuts, runoff drains into swales and
into the trapezoidal grassed swales. The trapezoidal swales have a longitudinal slope of 0.5%, a two -
foot bottom width and 5:1 side slopes. As seen in the attached routings the 10 year event depth is 0.8
foot resulting in over one-half foot freeboard at 2.9 feet per second, maximum velocity.
MAJOR DESIGN ELEMENTS
Swale Parameters
The channel was design in accordance with NC DENR DQW major design elements. The proposed
channels is in two segments which are approximately 1,600 total feet (greater than 150 feet), draining
towards the existing center at a 0.5% slope. With a two -foot bottom and 5:1 side slopes the 10 year
depth is 0.8-foot. The channel is 1.3 deep and will provide 0.5 feet of freeboard. The channel is
designed such that the ten year storm is 2.9 fps. At the downstream end where the proposed swales
GfZ()306C&plc
388 McCotter Blvd., Havelock, NC 28.532
PL/4NNIN4+y„p,F,SfG, MQLug.g.RI ka
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Scott's Farm Subdivision
Low Density -Curb Outlet -Grassed swale
Morehead City, Carteret County North Carolina
discharge into the existing channel, the 10 year velocity is also non -erosive at 3.01 fps (See attached
calculations). The BMP is located within a drainage easement to be recorded.
• The 10-year pre -development run-off= 23 cfs
• The 10-year post development runoff 29 cfs
• The 10-year post -development maximum velocity = 3.0 fps
• Provided channel length = over 1,600 ft, greater than 150 feet
• Provided channel slope = 0.5%
• Provided channel side slopes = 5:1
• Provided freeboard = 0.5 feet
• Recorded easement and maintenance agreement
CONCLUSION
Supporting
Documentation
(Pre-Dev Route)
(Route)
(Route)
(Plan set)
(Plan set)
(Plan set)
(Plan set/channel calc)
(Plan set)
The proposed design is for 8.18 total acre site for a 18 lot single family residential subdivision. All
impervious surfaces will drain to curb cuts and overland to the BMP grassed, trapezoidal swales. The
proposed BMP contains the required event, design parameters, freeboard, meeting or exceeding all
DENR size, depth and volume requirements. un„imp
o3uran Cy+od" 05"M,
Susan H. Sayger,PE
KSMJ,pllc/Meridian Engineering PA
388 McCotter Blvd, Havelock, NC 28532
252-349-5803,252-444-5765
CAROB
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388 McCotter Blvd., Havelock, NC 28.532
PJ=�iNNINGy, D ESIG, N�._ENGIfJ ,E�ERI N,G,
T

GEORGE W BALLOU, Mayor Pro-Tem
Council
PAULW CORDOVA
DAVID HORTON
JOHN F. NELSON
DEMUS L. THOMPSON
Meridian Engineering
Attn: Al Gould
P.O. Box 1291
Kinston, NC 28503
Dear Mr. Gould:
MOREH AD CITY GERALDA JONES, JR., Mayor
Epo c�r�
NORTH CAF20L1 NA o(;,�;—�,�
706 Arendell Street �1F�� p
Morehead City, North Carolina 28557-4234 ,pg
TEL [phone]
FAX [phone] R. RANDY MARTIN
w .moreheadcrty nc gov City Manager
November 4, 2008
RE: Scotts Farm — Proposed 18 Lot Subdivision
1545 Country Club Road
Per your request, the following timeline is provided regarding the above -referenced property:
7/10/2007: City Council called public hearing for annexation request.
8/14/2007: City Council annexed property effective 8/31/2007.
10/16/2007: Planning Board recommended denial of request to rezone property from R20 to R15.
11/7/2007: City Council approved request to rezone property from R20 to R15.
11/20/2007: Planning Board recommended approval of the Sketch Plan.
Please note the Sketch Plan was not reviewed by Council at the request of the developer. If
you should have any further questions or required additional information, please don't hesitate to
contact me at [phone] ext. 140.
Sincerely,
Sandi Watkins
Planner
ADA/EOE/P Equal Opportunity Employer Provider
8

FINANCIAL RESPONSIBILITY /OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a land -disturbing activity on one or more acres as covered by the Act before this form
and an acceptable erosion and sedimentation control plan have been completed and approved by the Land Quality
Section, NC Department of Environment, and Natural Resources. (Please type or print and, if question is not
applicable, place N/ A in the blank).
L?VV RAS 013I41NAh—
Part A. .�
TRR1L1n141�
1. Project Name Scotts Farm Subdivision c V 04 %'116 S M w
2. Location of land -disturbing activity: County Carteret i t •T ��ra T* . ACTV
City or Township Morehead City and Highway/Street Highway 70 West
Latitude N344542 Longitude W76-44-06
3. Approximate date land -disturbing activity will be commenced: 3-1-09
4. Purpose of development (residential, commercial, industrial, etc.): Residential
Total acreage disturbed or uncovered (including off -site borrow and waste areas): 8.18
5. Amount of fee enclosed S 585.00
6. Has an erosion and sedimentation control plan been filed? Yes No
Enclosed X
7. Person to contact should sediment control issues arise during land -disturbing activity.
Name Sammie Ballou Telephone [phone] Fax [phone]
g Landowner(s) of Record (Use blank page to list additional owners):
Sammie Ballou
Name(s)
301 Commerce Avenue
Current Mailing Address Current Street Address
Morehead City, N. C. 28557
City State Zip City State Zip
9. Recorded in Deed Book No. 1005 Page No. 30
Part B.
Person(s) or firm(s) who are financially responsible for this land -disturbing activity (Use a blank page to list
additional persons or firms):
Sammie Ballou
Name of Person(s) or Firm(s)
301 Commerce Avenue
Current Mailing Address
Morehead City, N. C. 28557
City State Zip
Telephone [phone]
s
Current Street Address
city State Zip
Telephone

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2 (a) If the Financially Responsible Party is not a resident of North Carolina give name and street address of a
North Carolina Agent.
Name
Mailing Address
City State ZIP
Telephone
Street Address
City State Zip
Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the certificate of assumed name. If the Financially Responsible Party is a
Corporation give name and street address of the Registered Agent.
Name of Registered Agent
Mailing Address
City State Zip
Telephone
Street Address
Telephone
State Zip
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath. (This form must be signed by the financially responsible person if an individual or his attomey-
in-fact or if not an individual by an officer, director, partner, or registered agent with authority to execute
instruments for the financially responsible person). 1 agree to provide corrected information should there be
any change in the information provided herein.
Sammie Ballou
Type or print name
Signature
Title or Authority
Date
a Notary Public of the County of
State of North Carolina, hereby certify that
appeared personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this day of , 200_
Seal
Notary
My commission expires

SCOWS FARM SUBDIVISION
CONSTRUCTION SEQUENCE
1. In strict accordance with the approved plan, clear and
grade only enough to install construction entrance and
temporary silt fence on the north,east and west sides
of the property along the property lines except across
the eastern driveway into the property.
2. Rough grade site and swales. Shape and install rock
check dams.
g. Install utilities, including catch basins. Install inlet
protection at the middle of the property.
4. Seed all disturbed areas and stabilize slopes with
meshtype fabric if needed within 21 days.
5. Haul in approved fill material, spread and compact
over building pads with slight slope away from the
building in three directions per side or rear swales.
6. Cut new road - Ashley Drive — and shape for proper.
drainage.
7. Pave road, install curbing, curb cuts, sidewalks and
seed pervious areas.
-8. Clean out sediment in swales to design elevations.
9. Do not remove temporary silt fence until construction
is complete.
S. F. Ballou, Inc.
9-5-o8
10

0

reDD1
PreDD1
Sulicat Reach Pon Link
Z�'

C: \ algold3 \
algold3ROUTEpre
scott farm 10 year pre dev
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (sa-ft) C Description (ssubcats)
355,930 0.40 50-75% Grass cover, Fair, HSG B (preDD1)
355,930
Z<

C: \ algold3 \
algold3ROUTEpre
scott farm 10 year pre dev
Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment preDD1: PreDD1
Runoff = 23.07 cfs @ 0.17 hrs, Volume= 83,050 cf, Depth= 2.80"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
355,930 0.40 50-75% Grass cover, Fair, HSG B
355,930 0.40 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Z6

C: \ algold3 \ scott farm 10 year pre dev
algold3ROUTEpre Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment preDD1: PreDD1
Time
Runoff
(hours) (cfs)
0.00
0.00
0.05
6.92
0.10
13.84
0.15
20.76
0.20
23.07
0.25
23.07
0.30
23.07
0.35
23.07
0.40
23.07
0.45
23.07
0.50
23.07
0.55
23.07
0.60
23.07
0.65
23.07
0.70
23.07
0.75
23.07
0.80
23.07
0.85
23.07
0.90
23.07
0.95
23.07
1.00
23.07
1.05
16.15
1.10
9.23
1.15
2.31
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00
Z7

PostDD1
(new Reach)
Subcat Reach on Llnk
lb

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algold3ROUTEfinal
scotts farm 10year post dev
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (sq-ft) C Description (subcats)
126,455 0.40 50-75% Grass cover, Fair, HSG B (PostDD1)
55,141 0.90 Paved parking & roofs (PostDDl)
181,596
71)

C: \ algold3 \
algold3ROUTEfinal
scotts farm 10year post dev
Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCAD® 8.00 s/n 004746 @ 2006 HydroCAD Software Solutions LLC
Subcatchment PostDD1: PostDD1
Runoff = 16.18 cfs @ 0.17 hrs, Volume= 58,262 cf, Depth= 3.85"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
55,141 0.90 Paved parking & roofs
126,455 0.40 50-75% Grass cover, Fair, HSG B
181,596 0.55 Weighted Average
181,596 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 ' Direct Entry,
2

C:\algold3\ scoffs farm 10year post dev
algold3ROUTEfinal Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment PostDD1: PostDD1
Time
Runoff
(hours) (cfs)
0.00
0.00
0.05
4.86
0.10
9.71
0.15
14.57
0.20
16.18
0.25
16.18
0.30
16.18
0.35
16.18
0.40
16.18
0.45
16.18
0.50
16.18
0.55
16.18
0.60
16.18
0.65
16.18
0.70
16.18
0.75
16.18
0.80
16.18
0.85
16.18
0.90
16.18
0.95
16.18
1.00
16.18
1.05
11.33
1.10
6.47
1.15
1.62
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00
30

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algold3ROUTEfinal Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach 1R: (new Reach)
Inflow Area = 181,596 sf, Inflow Depth = 3.85"
Inflow = 16.18 cfs @ 0.17 hrs, Volume= 58,262 cf
Outflow = 16.18 cfs @ 1.06 hrs, Volume= 58,257 cf, Atten= 0%, Lag= 53.4 mir
Routing by Stor-Ind+Trans method, Time Span-- 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.01 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 1.43 fps, Avg. Travel Time= 7.7 min
Peak Storage= 3,546 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.86'
Bank -Full Depth= 2.00', Capacity at Bank-Full=120.04 cfs
2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 '/' Top Width= 22.00'
Length= 660.0' Slope= 0.0050 '/'
Inlet Invert-- 6.00', Outlet Invert-- 2.70'
u�
Sz

C:\algold3\
algold3ROUTEfinal
scotts farm 10year post dev
Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach 1R: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
0.20
16.18
3,096
6.79
7.93
0.40
16.18
3,540
6.85
16.05
0.60
16.18
3,546
6.86
16.18
0.80
16.18
3,546
6.86
16.18
1.00
16.18
3,546
6.86
16.18
1.20
0.00
1,023
6.39
7.32
1.40
0.00
219
6.13
0.59
1.60
0.00
89
6.06
0.13
1.80
0.00
48
6.03
0.04
2.00
0.00
30
6.02
0.02
2.20
0.00
21
6.01
0.01
2.40
0.00
14
6.01
0.01
2.60
0.00
10
6.01
0.01
2.80
0.00
7
6.00
0.00
3.00
0.00
5
6.00
0.00
3'J

C: \ algold3 \ scotts farm 10year post dev
algold3ROUTEfinal Rainfall Duration=60 min, Inten=7.00 in/hr
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HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach 1R: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.01
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74
7.45
4.11
55.16
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
7.50
4.20
59.81
7.55
4.28
64.71
7.60
4.36
69.83
7.65
4.45
75.21
7.70
4.53
80.83
7.75
4.61
86.71
7.80
4.69
92.84
7.85
4.77
99.24
7.90
4.85
105.90
7.95
4.92
112.83
8.00
5.00
120.04
5V

C: \ algold3 \ scotts farm 10year post dev
algold3ROUTEfinal Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach 1R: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
75
6.10
0.3
165
6.15
0.4
273
6.20
0.6
396
6.25
0.8
537
6.30
1.1
693
6.35
1.3
867
6.40
1.6
1,056
6.45
1.9
1,263
6.50
2.3
1,485
6.55
2.6
1,725
6.60
3.0
1,980
6.65
3.4
2,253
6.70
3.9
2,541
6.75
4.3
2,847
6.80
4.8
3,168
6.85
5.3
3,507
6.90
5.9
3,861
6.95
6.4
4,233
7.00
7.0
4,620
7.05
7.6
5,025
7.10
8.3
5,445
7.15
8.9
5,883
7.20
9.6
6,336
7.25
10.3
6,807
7.30
11.1
7,293
7.35
11.8
7,797
7.40
12.6
8,316
7.45
13.4
8,853
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
7.50
14.3
9,405
7.55
15.1
9,975
7.60
16.0
10,560
7.65
16.9
11,163
7.70
17.8
11,781
7.75
18.8
12,417
7.80
19.8
13,068
7.85
20.8
13,737
7.90
21.9
14,421
7.95
22.9
15,123
8.00
24.0
15,840
34**"'

PostDD1
m
(new Reach)
Subcat Reach Aon Link
36

C: \ algold3 \
algold3ROUTEfinalb
scotts farm-10yr post west
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (sa-ft) C Description (subcats)
145,635 0.40 50-75% Grass cover, Fair, HSG B (PostDDl)
28,699 0.90 Paved parking & roofs (PostDDl)
174,334
71

C: \ algold3 \ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 3
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment PostDD1: PostDD1
Runoff = 13.56 cfs @ 0.17 hrs, Volume= 48,814 cf, Depth= 3.36"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
28,699 0.90 Paved parking & roofs
145,635 0.40 50-75% Grass cover, Fair, HSG B
174,334 0.48 Weighted Average
174,334 0.48 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0
Direct Entry,
3%

C: \ a1go1d3 \ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment PostDD1: PostDD1
Time
Runoff
(hours) (cfs)
0.00
0.00
0.05
4.07
0.10
8.14
0.15
12.20
0.20
13.56
0.25
13.56
0.30
13.56
0.35
13.56
0.40
13.56
0.45
13.56
0.50
13.56
0.55
13.56
0.60
13.56
0.65
13.56
0.70
13.56
0.75
13.56
0.80
13.56
0.85
13.56
0.90
13.56
0.95
13.56
1.00
13.56
1.05
9.49
1.10
5.42
1.15
1.36
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00
31

C:\algold3\ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach 1R:(new Reach)
Inflow Area = 174,334 sf, Inflow Depth = 3.36"
Inflow = 13.56 cfs @ 0.17 hrs, Volume= 48,814 cf
Outflow = 13.56 cfs @ 1.06 hrs, Volume= 48,808 cf, Atten= 0%, Lag= 53.4 mir
Routing by Stor-Ind+Trans method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.88 fps, Min. Travel Time= 3.8 min
Avg. Velocity =1.38 fps, Avg. Travel Time= 8.0 min
Peak Storage= 3,109 cf @ 1.00 hrs, Average Depth at Peak Storage= 0.79'
Bank -Full Depth= 2.00', Capacity at Bank-Full=120.04 cfs
2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 5.0 '/' Top Width= 22.00'
Length= 660.0' Slope= 0.0050 '/'
Inlet Invert- 6.00', Outlet Invert-- 2.70'
q0

C: \ a1gold3 \ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach 1R: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
6.00
0.00
0.20
13.56
2,681
6.72
6.21
0.40
13.56
3,102
6.79
13.42
0.60
13.56
3,108
6.79
13.56
0.80
13.56
3,109
6.79
13.56
1.00
13.56
3,109
6.79
13.56
1.20
0.00
932
6.37
6.45
1.40
0.00
208
6.12
0.56
1.60
0.00
86
6.06
0.12
1.80
0.00
47
6.03
0.04
2.00
0.00
29
6.02
0.02
2.20
0.00
20
6.01
0.01
2.40
0.00
14
6.01
0.01
2.60
0.00
10
6.01
0.01
2.80
0.00
7
6.00
0.00
3.00
0.00
5
6.00
0.00
q(

C: \ algold3 \ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach 1R: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
6.00
0.00
0.00
6.05
0.60
0.07
6.10
0.91
0.23
6.15
1.14
0.47
6.20
1.34
0.80
6.25
1.51
1.23
6.30
1.67
1.76
6.35
1.82
2.39
6.40
1.96
3.14
6.45
2.09
4.01
6.50
2.22
5.00
6.55
2.34
6.12
6.60
2.46
7.38
6.65
2.57
8.78
6.70
2.68
10.33
6.75
2.79
12.04
6.80
2.90
13.91
6.85
3.00
15.94
6.90
3.10
18.15
6.95
3.20
20.53
7.00
3.30
23.09
7.05
3.39
25.84
7.10
3.49
28.78
7.15
3.58
31.92
7.20
3.67
35.26
7.25
3.76
38.81
7.30
3.85
42.56
7.35
3.94
46.54
7.40
4.03
50.74
7.45
4.11
55.16
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
7.50
4.20
59.81
7.55
4.28
64.71
7.60
4.36
69.83
7.65
4.45
75.21
7.70
4.53
80.83
7.75
4.61
86.71
7.80
4.69
92.84
7.85
4.77
99.24
7.90
4.85
105.90
7.95
4.92
112.83
8.00
5.00
120.04
q Z

C: \ algold3 \ scotts farm-10yr post west
algold3ROUTEfinalb Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach 1R: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
6.00
0.0
0
6.05
0.1
75
6.10
0.3
165
6.15
0.4
273
6.20
0.6
396
6.25
0.8
537
6.30
1.1
693
6.35
1.3
867
6.40
1.6
1,056
6.45
1.9
1,263
6.50
2.3
1,485
6.55
2.6
1,725
6.60
3.0
1,980
6.65
3.4
2,253
6.70
3.9
2,541
6.75
4.3
2,847
6.80
4.8
3,168
6.85
5.3
3,507
6.90
5.9
3,861
6.95
6.4
4,233
7.00
7.0
4,620
7.05
7.6
5,025
7.10
8.3
5,445
7.15
8.9
5,883
7.20
9.6
6,336
7.25
10.3
6,807
7.30
11.1
7,293
7.35
11.8
7,797
7.40
12.6
8,316
7.45
13.4
8,853
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
7.50
14.3
9,405
7.55
15.1
9,975
7.60
16.0
10,560
7.65
16.9
11,163
7.70
17.8
11,781
7.75
18.8
12,417
7.80
19.8
13,068
7.85
20.8
13,737
7.90
21.9
14,421
7.95
22.9
15,123
8.00
24.0
15,840
Y)

PostDD1
0
(new Reach)
Subcat Reach Aon Lmk
yY

C: \ algold3 \
algold3ROUTEfinalboth
scott 10 year post dev combined
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 2
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (sq-ft) C Description (subcats)
272,090 0.40 50-75% Grass cover, Fair, HSG B (PostDDl)
83,840 0.90 Paved parking & roofs (PostDDl)
355,930
y�

C: \ algold3 \ scott 10 year post dev combined
algoldMOUTEfinalboth Rainfall Duration=60 min,- Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter Bivd.Havelock,NC28532 Page 3
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Subcatchment PostDD1: PostDD1
Runoff = 29.99 cfs @ 0.17 hrs, Volume= 107,965 cf, Depth= 3.64"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span-- 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.00 in/hr
Area (so C Description
83,840 0.90 Paved parking & roofs
272,090 0.40 50-75% Grass cover, Fair, HSG B
355,930 0.52 Weighted Average
355,930 0.52 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0
Direct Entry,
y/O

C: \ algold3 \ scott 10 year post dev combined
algold3ROUTEfinalboth Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 4
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment PostDD1: PostDD1
Time
Runoff
(hours) (cfs)
0.00
0.00
0.05
9.00
0.10
17.99
0.15
26.99
0.20
29.99
0.25
29.99
0.30
29.99
0.35
29.99
0.40
29.99
0.45
29.99
0.50
29.99
0.55
29.99
0.60
29.99
0.65
29.99
0.70
29.99
0.75
29.99
0.80
29.99
0.85
29.99
0.90
29.99
0.95
29.99
1.00
29.99
1.05
20.99
1.10
12.00
1.15
3.00
1.20
0.00
1.25
0.00
1.30
0.00
1.35
0.00
1.40
0.00
1.45
0.00
Time Runoff
(hours) (Cfs)
1.50
0.00
1.55
0.00
1.60
0.00
1.65
0.00
1.70
0.00
1.75
0.00
1.80
0.00
1.85
0.00
1.90
0.00
1.95
0.00
2.00
0.00
2.05
0.00
2.10
0.00
2.15
0.00
2.20
0.00
2.25
0.00
2.30
0.00
2.35
0.00
2.40
0.00
2.45
0.00
2.50
0.00
2.55
0.00
2.60
0.00
2.65
0.00
2.70
0.00
2.75
0.00
2.80
0.00
2.85
0.00
2.90
0.00
2.95
0.00
Time Runoff
(hours) (cfs)
3.00 0.00
y9

C: \ algold3 \ scott 10 year post dev combined
algold3ROUTEfinalboth Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 5
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Reach 1R: (new Reach)
Inflow Area = 355,930 sf, Inflow Depth = 3.64"
Inflow = 29.99 cfs @ 0.17 hrs, Volume= 107,965 cf
Outflow = 30.00 cfs @ 0.19 hrs, Volume= 107,965 cf, Atten= 0%, Lag=1.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.46 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 3.74 fps, Avg. Travel Time= 0.4 min
Peak Storage= 673 cf @ 0.18 hrs, Average Depth at Peak Storage=1.20'
Bank -Full Depth=10.00', Capacity at Bank -Full= 5,220.29 cfs
2.00' x 10.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 62.00'
Length=100.0' Slope= 0.0070 '/'
Inlet Invert-- 2.70', Outlet Invert-- 2.00'
qj

C: \ algold3 \ scott 10 year post dev combined
algold3ROUTEfinalboth Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 6
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Hydrograph for Reach 1R: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2.70
0.00
0.20
29.99
672
3.90
29.99
0.40
29.99
672
3.90
29.99
0.60
29.99
672
3.90
29.99
0.80
29.99
672
3.90
29.99
1.00
29.99
672
3.90
29.99
1.20
0.00
14
2.76
0.21
1.40
0.00
0
2.70
0.00
1.60
0.00
0
2.70
0.00
1.80
0.00
0
2.70
0.00
2.00
0.00
0
2.70
0.00
2.20
0.00
0
2.70
0.00
2.40
0.00
0
2.70
0.00
2.60
0.00
0
2.70
0.00
2.80
0.00
0
2.70
0.00
3.00
0.00
0
2.70
0.00
yy

C: \ algold3 \ scott 10 year post dev combined
algold3ROUTEfinalboth Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 7
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Discharge for Reach 1R: (new Reach)
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
2.70
0.00
0.00
2.90
1.66
0.86
3.10
2.43
3.11
3.30
3.03
6.92
3.50
3.55
12.51
3.70
4.02
20.12
3.90
4.46
29.96
4.10
4.87
42.26
4.30
5.26
57.22
4.50
5.63
75.03
4.70
5.99
95.90
4.90
6.34
119.99
5.10
6.68
147.51
5.30
7.01
178.61
5.50
7.33
213.48
5.70
7.64
252.28
5.90
7.95
295.18
6.10
8.25
342.34
6.30
8.55
393.91
6.50
8.84
450.06
6.70
9.12
510.94
6.90
9.40
576.69
7.10
9.68
647.47
7.30
9.95
723.43
7.50
10.22
804.70
7.70
10.49
891.43
7.90
10.75
983.76
8.10
11.01
1,081.83
8.30
11.26
1,185.78
8.50
11.52
1,295.74
Elevation Velocity Discharge
(feet)
(ft/sec)
(cfs)
8.70
11.77
1,411.85
8.90
12.01
1,534.24
9.10
12.26
1,663.03
9.30
12.50
1,798.37
9.50
12.74
1,940.38
9.70
12.98
2,089.18
9.90
13.21
2,244.91
10.10
13.44
2,407.69
10.30
13.68
2,577.64
10.50
13.91
2,754.88
10.70
14.13
2,939.54
10.90
14.36
3,131.74
11.10
14.58
3,331.60
11.30
14.80
3,539.24
11.50
15.02
3,754.77
11.70
15.24
3,978.32
11.90
15.46
4,209.99
12.10
15.68
4,449.91
12.30
15.89
4,698.19
12.50
16.10
4,954.95
12.70
16.31
5,220.29

C: \ algold3 \ scott 10 year post dev combined
algold3ROUTEfinalboth Rainfall Duration=60 min, Inten=7.00 in/hr
Prepared by KsMj Engineering, 388 McCotter B1vd.Havelock,NC28532 Page 8
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC
Stage -Area -Storage for Reach 1R: (new Reach)
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
2.70
0.0
0
2.90
0.5
52
3.10
1.3
128
3.30
2.3
228
3.50
3.5
352
3.70
5.0
500
3.90
6.7
672
4.10
8.7
868
4.30
10.9
1,088
4.50
13.3
1,332
4.70
16.0
1,600
4.90
18.9
1,892
5.10
22.1
2,208
5.30
25.5
2,548
5.50
29.1
2,912
5.70
33.0
3,300
5.90
37.1
3,712
6.10
41.5
4,148
6.30
46.1
4,608
6.50
50.9
5,092
6.70
56.0
5,600
6.90
61.3
6,132
7.10
66.9
6,688
7.30
72.7
7,268
7.50
78.7
7,872
7.70
85.0
8,500
7.90
91.5
9,152
8.10
98.3
9,828
8.30
105.3
10,528
8.50
112.5
11,252
Elevation
End -Area
Storage
(feet)
(sq-ft)
(cubic -feet)
8.70
120.0
12,000
8.90
127.7
12,772
9.10
135.7
13,568
9.30
143.9
14,388
9.50
152.3
15,232
9.70
161.0
16,100
9.90
169.9
16,992
10.10
179.1
17,908
10.30
188.5
18,848
10.50
198.1
19,812
10.70
208.0
20,800
10.90
218.1
21,812
11.10
228.5
22,848
11.30
239.1
23,908
11.50
249.9
24,992
11.70
261.0
26,100
11.90
272.3
27,232
12.10
283.9
28,388
12.30
295.7
29,568
12.50
307.7
30,772
12.70
320.0
32,000
t1

November 21, 2008
Subject: Subsurface soil exploration
Scotts farm Subdivision
INTRODUCTION
The following report contains the results of subsurface field test, to establish the in situ height of
the seasonal high water table. Neither this report, nor the field tests performed are intended to
serve as geotechnical recommendations or as a basis of pavement design selection. On
November 10, 2008 KSMJ, pllc performed a subsurface soil exploration at the site of the
proposed Scotts Farm Subdivision project The site is to be located at 1545 Country Club Road,
approximately one half mile east of 20'h Street in Morehead City, Carteret County.
Based on information from the provided plans, a curb outlet and swale system is proposed to
meet the DNER low density stormwater requirements. As such hand auger borings were
performed at 500 foot intervals 25 feet from the existing swale centerline. From general
observations of the existing and historical property use of the property it appears the property has
been farm land at some point in time. Based on the observations and soil classifications, the
generalized subsurface conditions, the depth to seasonal highwater table appears to be
approximately 3.75-4 feet.
FIELD EXPLORATION
Beginning (eastern) edge of swale:
Topsoil to 6 inches
Beneath top soil was grayish -brown and fine loamy sand.
Groundwater table was not encountered
Center (confluence) of swales:
Topsoil to 6 inches
Beneath top soil was dark brown and sandy loam.
Groundwater table was encountered at 45 inches.
Beginning (western) edge of swale:
Topsoil to 6 inches
Beneath top soil was grayish -brown and fine loamy sand.
Groundwater table was not encountered
Laboratory testing was not performed
Susan Sayger, PE
KSMJ Engineering, pllc
388 McCotter Blvd., Havelock, NC 28532
=is
252-349-5803
�Sq ..Sp G�
52 -

Melanie Arthur 3P
CARTERET COUNTY
MA Date 06/27/2007 Time 16:11:00
GR 1229337 Page 1 of 3
NORTH CAROLINA. CARTERET COUNTY
This Instrument and this certiftcate are duly filed at the
date and time and in the
Book and Page shown op the
first page hereof. I
Arthur,
CARTERET COUNTY
32407 06/Z7/2007
$1,393.00
N
eiE OF
NQpLINA � ('.�\`�� Rea! Estate
� t. t Excise Tax
-:
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: S/ .CO Parcel Identifier No. 638718413889 and
638718401516
�'193 "I,I e"
Mail/Box to: Kirkman Whitford Brady & Berryman. P.A.
This instrument was prepared by: Kirkman, Whitford, Brady & Berryman, P.A.
Brief description for the Index: Lot 200 Blair Farms Subdivision and Lot 13, Mrs. H.H. Scott Division
THIS DEED made this 27th day of June, 2007, by and between
GRANTOR
GRANTEE
DAVID A. HORTON and wife, S.F. BALLOU, INC.
KAREN D. HORTON
301 Commerce Avenue
Morehead City, NC 28557
The deli;nation Grantor and Grange as used herein shall include said parties, their heirs, successors, and assigns, and
shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land situated in, Morehead Township, Carteret County, North Carolina and more particularly
described as follows:
SEE EXHIBIT A ATTACHED
A map showing the above described property is recorded in Map Book, Page
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to
the Grantee in fee simple. 0
BOOK /-2oZ 9 PAGE 337
- 5 3 -

And die Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey
the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and
defend the title against the lawful claims of all persons whomsoever, other than the following exceptions:
Any and all restrictions, covenants and easements of record.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above
written.
6�%CGG7C�� eZ9U-t (SEAL)
(Entity Name) DAVID A. HORTON
M
"Title:
(SEAL)
KAREN D. HORTON
By: _
(SEAL)
Title:
BY:
(SEAL)
Title:
Mp�;//,State of North Carolina - County of Carteret
0 F -Ae undersigned Notary Public of Carteret County and the aforesaid State, certify that David E.
ton and Karen D. Horton personally appeared before me this day and acknowledged the due
n NOTARY exeution of the foregoing instrument for the purposes therein expressed. Witness my hand and
9 PUBLIC trial stamp or seal this 9Z day of June, 2007.,//
Commission Expires:
/25/201i Connie M. Koebbe,Notary Public
MP State of North Carolina - County of
I, the undersigned Notary Public of the County and State aforesaid, certify thatpersonally came
before me this day and acknowledged that he is a of , a North Carolina
corporation/limited liability company/general partnership/limited partnership (strike through the
inapplicable), and that by authority duly giver and as the act of such entity, lie signed the foregoing
instrument in its name on its behalf as its act and deed. Witness my hand and Notarial stamp or seal,
this day of , 2005.
My Commission Expires:
Notary Public
BOOK /-2a r1 PAGE 33
-54(-

EXHIBIT A
Tract l:
Being all of Lot 200, of Blair Farms Subdivision, Section Two, according to the plat
thereof recorded in Map Book 29, Pages 842-A and 842-B, Carteret County Registry,
reference to which is hereby made for greater certainty of description.
This conveyance is made and accepted subject to the Blair Farm Declaration of Master
Protective Covenants, Restrictions, and Easements recorded in Book 859, Page 452, and
the Declaration of Submission of Blair Farm -Section Two to Master Declaration recorded
in Book 895, Page 783, Carteret County Registry.
Tract 2:
Being all of Lot 13, as shown on the map entitled "Mrs. H.H. Scott", prepared by John
W. Collier, Registered Surveyor, dated October 10, 1972 and recorded in Map Book 9,
Page 18, Carteret County Registry.
— 55 —

t t SOSID:0009681
' Date Filed: 5/12/2008 9:01:00 AM
Elaine F. Marshall
0.479(39t1 Business Corporation North Carolina Annul North Carolina Secretary of State
8.21-07 2008 157 00924
This report maybe bled online at the Secretary of State wabskww e: wssn oc.eom
Name of Business Corporation: SF BALLOU, INC
Fiscal Year En ding: 12-31-07 State of Incorporation: NORTH CAROLINA
M.M / by / Veer
Secretary of State 10 Number. 0009681
E] I hereby certify that the Information requested below (required by NCGS 55-16-22) has not changed since the most recently filed annual report and is
therefore complete.
Nature of Business:
CONSTRUCTION
Registered Agent:
Registered Office Mailing Address:
County: City: State: ZIP Code,
Registered Office Street Address:
County:
City:
State: ZIP Code
Signature of New Registered Agent:
relen.wm canacwtee consent w we eppdntrnene
Principal Office Telephone Number:
252-726-0780
Principal Office Mailing Address:
301 COMMERCE AVE.
SUITE
101
City:
Stale: ZIP Code:
MOREHEAD CITY, NC
28557
Principal Office Street Address:
301 COMMERCE AVE.
SUITE
101
City:
State: ZIP Code.
MOREHEAD CITY, NC
28557
Name Title and Business Address of Principal Officers:
Name: Title:
S.F. BALLOU, JR. PRESIDENT
Address: P.O. BOX 1201
MOREHEAD CITY, NC 28557
CI : Slate* ZIP:
Name: Title:
Address:
City: State: ZIP:
Name: Title:
Address:
City: State: ZIP:
Certification of
by all Business Corporations).
�-I$los
PRESIDENT
Tee

t SOSID:0009681
Date Filed: 5/12/2008 9:01:00 AM
Elaine F. Marshall
CB479 (39t1 Business Corporation North Carolina Annu North Carolina Secretary of State
B-21-07 2008 157 00924
This report may he filed online at the Secretary of State websde: www.sasnc.eom
Name of Business Corporation: SF BALLOU, INC
Fiscal Year Ending: 12-31-07 State of incorporation: NORTH CAROLINA
swmh / Dry 7 veer
Secretary of State 10 Number: 0009681
[] I hereby certify that the Information requested below (required by NCGS 55.16-22) has not changed since the most recently filed annual report and is
therefore complete.
Nature of Business:
CONSTRUCTION
Registered Agent:
Registered Office Mailing Address:
County: City: State. ZIP Code:
Registered Office Street Address:
County: City: State: ZIP Code:
Signature of New Registered Agent
(SlgneNre wnetlWtea consent m Na eppoMtrnenp
Principal Office Telephone Number:
252-726-0780
Principal Office Mailing Address:
301 COMMERCE AVE. SUITE 101
City: State: ZIP Code:
MOREHEAD CITY, NC 28557
Principal Office Street Address:
301 COMMERCE AVE. SUITE 101
City: Stale: ZIP Code.
MOREHEAD CITY, NC 28557
Name Title and Business Address of Principal Officers:
Name: Title:
S.F. BALLOU, JR. PRESIDENT
Address: P.O. BOX 1201
MOREHEAD CITY, NC 28557
City: State* ZIP:
Name: Title:
Address:
City' State: ZIP:
Name: Title:
Address:
City' State: ZIP:
Certification of annu rep ( usl he comp led by all Business Corporations).
Sigmture fform mus fined by en oleom or ompomWnl De.
S.F. BALLOU JR. PRESIDENT
76ee11/10-1U-07 Typsor Print Name To.

0�0� WATF9oG Michael P Easley, Governor
William G. Ross Jr, Secretary
r North Carolina Department of Environment and Natural Resources
'C Coleen H Sullins Director
Division or Water Quality
October 28, 2008
Mr. Sammie Ballou
S.F. Ballou, Inc.
301 Commerce Aveune
Morehead City, NC 28557
Subject: Application Return
Scotts Farm Subdivision
Stormwater Project No. SW8 not assigned
Carteret County
Dear Mr. Ballow:
The Division received an incomplete stormwater application for the subject project on
September 30, 2008, and returned the application as incomplete on October 2, 2008. Your
consultant, William Gold, P.E., with Meridian Engineering, sent in a letter dated October 8,
2008, which contained comments to address the deficiencies, but respectfully disagreed with
the incomplete determination. He believes that it should not have been returned and requested
a meeting with us to discuss. Unfortunately, the decision has already been made and is
documented, and can't be changed.
What the Division uses to determine the completeness of an application is set forth in the
rules. Over the years, as rule changes and interpretations have occurred, the Division
simplified the process by compiling the requirements for each specific application type into a
checklist, which is available on our website. A substantially complete application is a simple
matter of understanding the checklist, and providing those listed items with the application.
The Division understands that the incompleteness of this application raises a problem for you
in that it was not submitted complete before the October 1, 2008, rules change deadline. You
are now faced with the following two choices: 1) to either redesign the project to meet the 12%
low density limits set forth in SL 2008-211; or 2) to provide a vested development right as
described in Section 1005 2.(d) of the rule. If you cannot redesign the project, I encourage you
to pursue the vested development right. This can be as simple as a preliminary plan approved
by the local governing authority, that meets the preliminary plan requirements established by
ordinance of that governing authority.
N�hcarohna
aturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet www.ncwaterQuality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110 % Post Consumer Paper

Mr. Ballou
October 28, 2008
Scotts Farm Subdivision
Mr. Gold responded to each of the deficiencies, but some of his responses need to be
clarified. Comment #2 - For low density projects with curbed and guttered streets, a curb
outlet swale system is required to treat the road runoff. Each swale that receives runoff
directly from the road must be designed with a minimum length of 100', a maximum
longitudinal slope of 5%, side slopes of 5:1 or flatter, and must pass the 10 year storm at a
non -erosive velocity. (See Section .1008 (g) of the stormwater rules). Once past the 100"
the remainder of swale or perimeter ditches are not part of the curb outlet swale system,
do not need calculations, and should not be listed on the curb outlet supplement form.
Comment #3 - The velocity in the swale is determined in part by the area draining to that
swale only, and by the impervious area within the drainage area of that swale only. Even
though the entire project may ultimately drain to a single point, each individual swale has
it's own separate drainage area that it receives its runoff from. Those individual swale
drainage areas need to be documented on a separate plan sheet. Keep in mind that the
drainage area will, in most cases, include the lots and the BUA on the lots if the lots, or
any portions thereof, are graded to drain toward the street. You can't go wrong by
assuming the worst case where each lot is graded to drain to the street and all of the BUA
on that lot drains to a swale.
Comment #6 - The plans contain two ditch section details on Drawing Number SE — 4.
One is labeled as a "2:1 Grass Lined Swale" and the other is labeled as a "3:1 Grass Lined
Swale." The 2:1 swale is not allowed and should be removed from the plans, as all swales
must have a minimum side slope of 3:1. Due to the proposed curbing, this project requires
curb outlet swales with 5:1 side slopes. Neither of the swale details shows the 5:1 side
slope requirement. As mentioned in the return letter, even though the swale calculations
were done with a 5:1 side slope, the swale details on the plans don't support it. The swale
details need to show the 5:1 side slope as well, otherwise, how is the contractor to know
which swales have a 3:1 slope and which ones have a 5:1 slope?
Comment #10 - I've reviewed all of the plan sheets that were submitted and the legend for
Sheet SE-1 is the only one that contains a symbol (an oval with numbers in it) that stands
for BOTH existing and proposed ditch elevations. It is not standard practice to utilize the
exact same symbol to represent both an existing and a proposed condition. Standard
practice is to use a thinner or dashed lighter line type for the existing stuff and a thicker,
darker or solid line type for the proposed stuff. Additionally, am I correct in assuming that
the numbers in the oval are using an "x" in place of the decimal, so where it is written as "2
x 65", it means an elevation of 2.65? If so, Sheet SE-1 does contain a few elevations for
the perimeter ditch across the back of the lots. In addition to that, the Division is looking for
the proposed curb outlet swale inverts at both the point where it joins the road and 100'
away in the swale. Since you've eliminated the piped collection, I assume that the
drainage has either been redirected to the one swale that was proposed, or to the new
swale to be added at the entrance, or to another new swale. Please make sure that both
inverts for all of the proposed curb outlet swales are clearly noted.
Page 2 of 3

Mr. Ballou
October 28, 2008
Scotts Farm Subdivision
Your request to submit under the old rules cannot be granted at this time as the
application was not complete as of October 1, 2008, and you have not presented a valid
vested development right. Please resubmit the application upon either a redesign of the
project's density to 12% or resubmit under the 1995 rules with a valid vested development
right. If you have any questions, please do not hesitate to contact me at [phone] or
email me at [e-mail].
Sincerely,
Linda Lewis
Environmental Engineer III
ENB/arl: S:\WQS\STORMWATER\LETTERS\2008\scottsfarm.oct08
cc: William Gold, P.E., Meridian Engineering
Town of Morehead City Building Inspections
Georgette Scott, Stormwater Supervisor
Linda Lewis
Page 3 of 3

Scotts Farm SD
Subject: Scotts Farm SD
From: Linda Lewis <[e-mail]>
Date. "Chu, 16 Oct 2008 09:12:56 -0400
To: Ed Beck <[e-mail]>, Georgette Scott <[e-mail]>, Bradley Bennett
<[e-mail]>, Scott Vinson <[e-mail]>
On September 30, I received a low density application for this subdivision in
Carteret County. Projects in Carteret County are now subject to the October 1 rules.
Approximately 12 deficiencies were noted and the application was returned on October
2, 2008, with a list of those deficiencies and a note that since the application was
not accepted as complete prior to October 1, 2008, it would either have to be
redesigned to the October 1, 2008, rules, or a vested development right needed to be
provided.
The engineer submitted a letter on October 15, 2008, respectfully disagreeing with
our determination that the application was "incomplete" and wants to meet to discuss
it. Before I schedule the meeting, please take a look at the attached list of
deficiencies for this application and let me know if I was justified in returning it
as incomplete and/or justified in requiring a redesign to the 01-OCT-2008 rules or a
vested right.
Thanks,
Linda
scottsfarm.oct08.docContent-Type: application/msword
�
Content -Encoding: base64
1 of 1 10/16/2008 9:14 AM

Meridian Eneineerim, PA/KSWI Engineerina,
8 October 2008
Ms. Linda Lewis
North Carolina Division of Water Quality
Wilmington Regional Office
1327 Cardinal Drive Extension
Wilmington, NC 28405
Re: Scotts Farm Subdivision Review
Carteret County
Dear Ms. Lewis,
RECEIVED
BY:
OCT 15 2008
We received and have carefully reviewed your comments regarding Scotts Farm Subdivision,
Morehead City, Carteret County, North Carolina and respectfully disagree with your decision that
the package was substantially incomplete as many of the comments are of a typical review nature
and do not warrant rejection of the plan. We have addressed each of your comments as follows:
COMMENT 1: Please report your title in S. F. Ballou, Inc. in Section 1.2 of the application.
Please include official documentation. You must be at least the level of vice president in order to
sign the permit application.
RESPONSE 1: Minor oversight, application revised as President.
COMMENT 2: The streets are curbed and guttered, therefore a completed and signed curb outlet
swale supplement and O&M form is required. Please list only the 100' swales that will directly
receive street runoff.
RESPONSE 2: The entire site drains to the swales along the rear of the lots, more in keeping
with lot line swales than curb outlet swales. However, we will provide both.
COMMENT 3: Please provide a drainage area map showing the single drainage area for each
proposed curb outlet Swale. The drainage area should include the street and any lots that will be
graded to drain into the street.
RESPONSE 3: The entire project drains to a single outlet point, as such the application was
submitted with the single drainage divide. Calculations and cross section were provided at
intermittent points along the Swale to ensure major design elements were met.
COMMENT 4: Please add a typical street section detail to the plans including sheet and right-of-
way width, curbing, and any sidewalks. You will also creed to detail the pavement radius for the
temporary turnaround area.
RESPONSE 4: So noted and will provide.
COMMENT 5: Swale velocity calculations. The 1 year 24 hour storm flowrate calculations are
not applicable as this is a low density project

Meridian Engineering. PA/KS9U Engineering. �PQc
RESPONSE 5: The I & 10 year flow rates were provided as standard design purposes. The 10
year was provided per Major Design Element.
COMMENT 6: Please add a new curb outlet swale section detail or modify the existing Swale
details to show the required 5.1 side slope for a curb outlet swale. All your calculations are based
on a 5.1 side slope, but none of the details support it.
RESPONSE 6: This comment is not clear. The grading and calculations, including a graphic
printout, support the 5:1 side slopes. See channel calculations provided.
COMMENT 7: A curb outlet swale will need to be added to catch the fast 260' of street.
RESPONSE 7: So noted, we will add a curb cut at this point.
COMMENT 8: Complete the top half of the low density supplement per the enclosed example.
RESPONSE 8: So noted, form revised
COMMENT 9: Remove the piped collection system in front of Lots 6 & 7. low density does
not allow the type of collection shown on the plans. Consider adding another curb outlet swale or
relocating the low points to line up with a lot line such that additional piping is not needed.
RESPONSE 9: All discrete collection systems have been removed and replaced with curb cuts.
COMMENT 10: Please add the proposed grading, pipe inverts, all swale centerline inverts,
pavement spot elevations, and catch basin top elevations to the plans.
RESPONSE 10: Swale inverts were clearly labeled. See Sheet SW -I. Proposed grading and
spot shots will be clarified.
COMMENT 11: Please add the nearest intersection of two major roads to the vicinity map. A
major road is considered to be any 1, 2 or 3 digit NC, US or interstate highway_ Local streets and
four digit NCSR numbers are not major roads.
RESPONSE 11: So noted, revised.
CON94ENI' 12: A soils report with Seasonal High Water Table elevation at all curb outlet
swales.
RESPONSE 12: So noted. The report was not yet available
Therefore as we stated previously, we respectfully disagree with your decision that the package
was substantially incomplete. Of the items listed none are DENR major design elements and
many of the above comments are of a typical review nature and do not warrant rejection of the
plan.
As the reviewer will note, the lots are on average 15% impervious, 3% above the new regulations.
To reduce the percent of imperviousness further would be difficult, resulting in a loss of two lots.
Current economic conditions have severely impact developement, the loss of any lots would be a
considerable burden, if not a project killer, for the owner.

Meridian EpidneeriR& PAI KSWJ E59MeeriI!g, Mc
More importantly, we feel that there is no benefit or gain to either the State or the project by
rejecting it on a technicality(ies). Particularly, as the package included attention to all DENR
major design elements, including side slope, length, freeboard and velocity. Again we feel that
the review comments are of a typical review nature and are readily remedied with a following
submission. As such, we request that we resubmit the package under the old regulations
providing the minor additional information and clarification you requested as has been done in
the past on previous applies. At a minimum, we request to meet with you to further discuss
your decision.
Thank you in advance for you time and consideration.
re
William Gold, PE, Menjdian Engineering, PA
Sugdn L. Say/j+ , P4"MJ Engineering,
CC: Mr. Sammie Ballou-301 Commerce Avenue, Morehead City

Michael F. Easley, Governor
William G Ross Jr, Secretary
Noah Carolina Department of Environment and Natural Resources
Coleco H. Sullins Director
Division of Water Quality
October 2, 2008
Sammie Ballou
S.F. Ballou, Inc.
301 Commerce Avenue
Morehead City, NC 28557
Subject: APPLICATION RETURN
Project Name: Scotts Farm Subdivision
Location/County: Carteret County
Dear Mr./Ms. Ballou:
The Division received an incomplete stormwater application for the project listed above on
September 30, 2008. The application and check number 40602, are being returned because
the package lacked the necessary elements to accept it for review. The following information is
needed to accept the application for review:
® Please report your title in S.F. Ballou, Inc. in Section 1.2 of the application. Please
include official documentation. You must be at least the level of vice president in order
to sign the permit application.
® The streets are curbed and guttered, therefore a completed and signed curb outlet
swale supplement and O&M form is required. Please list only the 100' swales that will
directly receive street runoff.
® Please provide a drainage area map showing the single drainage area for each
proposed curb outlet swale. The drainage area should include the street and any lots
that will be graded to drain into the street.
® Please add a typical street section detail to the plans including street and right-of-way
width, curbing, and any sidewalks. You will also need to detail the pavement radius for
the temporary turnaround area.
® Swale velocity calculations. The 1 year 24 hour storm flowrate calculations are not
applicable as this is a low density project.
® Please add a new curb outlet swale section detail or modify the existing swale details to
show the required 5:1 side slope for a curb outlet swale. All your calculations are based
on a 5:1 side slope, but none of the details support it.
A curb outlet swale will need to be added to catch the first 260' of street.
Complete the top half of the low density supplement per the enclosed. example.
Remove the piped collection system in front of Lots 6 & 7. Low density does not allow
the type of collection shown on the plans. Consider adding another curb outlet swale or
relocating the low points to line up with a lot line such that additional piping is not
needed.
® Please add the proposed grading, pipe inverts, all swale centerline inverts, pavement
spot elevations, and catch basin top elevations to the plans.
® Please add the nearest intersection of two major roads to the vicinity map. A major road
is considered to be any 1, 2 or 3 digit NC, US or interstate highway. Local streets and
four digit NCSR numbers are not major roads.
® A soils report with Seasonal High Water Table elevation at all curb outlet swales.
Ny CCarolina
dura//y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet wwwncwmeraualitvore Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycledl10% Post Consumer Paper

Ballou
October 2, 2008
Please note that projects received after October 1, 2008, must adhere to the
new coastal stormwater rules. Since this project was substantially
incomplete and is being returned, you will need to either redesign the
project to adhere to these new rules, or include a copy of a vested right (as
listed in the Session Law) issued prior to October 1, 2008 along with your
corrected and resubmitted application.
Please visit DWQ's website at httg://h2o.enr.state.nc.us/su/bmp forms.htm to
download the latest available forms. Please provide the requested information
and return the package to the address below. If you have any questions, please
do not hesitate to call me at [phone] or email me at
linda.lewis(a)ncmail.net.
Sincerely, o
Gi�G�Gv Gx��
Linda Lewis
Environmental Engineer III
ENB/arl: S:\WQS\STORMWATER\RETURN\scottsfarm.oct08
cc: William Gold, P.E., Meridian Engineering
Linda Lewis
V) ? AID
Page 2 of 2

STORMWATER CALCULATIONS
&
SEDIMENTATION & EROSION CONTROL DATA
For
FNG
G09PO/RgrF Y
SEAL i
SCOTTS FARM SUBDIVISION
S. F. Ballou, Inc.
301 Commerce Avenue
Morehead City, N. C. 28557
September 26, 2008
Prepared by
HMSJ, PLLC
W. 2850.-T
�li'sva/one �o2//v �acolincv 28501
Xl'olz ll -1-252-522-2587

SCOTTS FARM SUBDIVISION
TABLE OF CONTENTS
• Cover
• Table of Contents 2
• Major Design Elements 4
• Stormwater Management Permit Application 6
• Low Density Deed Restrictions 10
• Low Density Supplement
11
• Financial Responsibility/Ownership Form 15
• Construction Sequence 17
• Calculations/ Data 18
• Deed Copy 40
2
S. F. Ballou, Inc.
9-25-08

Scotts Farm Subdivision
Low Density -Grassed swale
Morehead, Carteret County North Carolina
This narrative discusses the low density stormwater permit application for the Scott s Farm Subdivision
project. The plan includes construction of a 18 single family residential subdivision on a 8.18-arce
parcel located off Ashley Drive, near Country Road, Carteret County, North Carolina. The attached
plan and calculations are for details of a trapezoidal shaped, open channel conveyance swale which
outfall into the existing Swale along the southern boundary.
EXISTING/PROPOSED CONDITIONS
The existing topography of the parcel is divided into two drainage divides. They are relatively flat and
drain at a minimum grade of 1 % to the center of the site and into an existing ditch. The site maintains
the existing drainage divides. The site proposes less than 24% impervious surfaces, as such stormwater
is being managed and permitted under the grassed swale, low density option. The site is designed with
two drainage divides that drain to the trapezoidal grassed swales. The swales have a two -foot bottom
width, with 5:1 side slopes, and one -foot freeboard above the one year event. The swales drain at 0.4%
MAJOR DESIGN ELEMENTS
Swale Parameters
The channel was design in accordance with NC DENR specifications to provide the nitrogen reduction.
The proposed channel which is approximately 1,600 total feet (greater than 150 feet), drains at a 0.4%
slope. With an two -foot bottom and 5:1 side slopes, the capacity of the grassed channel provides 0.5-
feet of freeboard. The channel is designed such that the one year stone is 1.8 fps. At the downstream
end where the proposed swales discharges into the existing channel, the 10 year velocity is also non -
erosive at 2.1 fps(See attached calculations). The BMP is to be located within a drainage easement to
be recorded, along with maintenance agreement upon approval. The system reduces the 1 year, post
development to 1.8 cfs, less than the pre -development run-off from the site of 4.0 cfs.
GKO5a(I&pfa
388 McCover Blvd., Havelock, NC 28532
P LANN�N�y_D ESIG, tJ�,_ENGINEE,fj 11J,G,
-- 3

Scott's Faun Subdivision
Low Density -Grassed Swale
Morehead, Carteret County North Carolina
• The 1-year, 24 hour pre -development run-off= 4.03 cfs
• The 1-year, 24 hour post -development run-off= 1.8cfs
• The 10-year post -development velocity = 2.12 fps
• Provided channel length = over 1,600 ft, greater than 150 feet
• Provided channel slope = 0.4%, less than 5%
• Provided channel side slopes = 5:1
• Provided freeboard = 0.5 feet
Recorded easement and maintenance agreement
CONCLUSION
Supporting
Documentation
(Pre-Dev Route)
(Route)
(Route)
(Plan set)
(Plan set)
(Plan set)
(Plan set/channel calc)
(Plan set)
The proposed design is for 8.18 total acre site for a 18 lot single family residential subdivision. All
impervious surfaces will drain to the BMP conveyance grassed swales. The proposed BMP contains
the required event, design parameters, freeboard, meeting or exceeding all DENR size, depth and
volume requirements.
o6uran r o3'Ner, k'C
Susan H. Sayger,PE
KSMJ,pllc/Meridian Engineering PA
388 McCotter Blvd, Havelock, NC 28532
252-349-5803,252-444-5765
CK()50WCYpdo
388 McCotter Blvd., Havelock, NC 28532
P.b.AfS/H€.lraC!�._ E N tl1:1.E.�.RSN.g.
4 -

Name of Stream Description
Curr. Class Date Basin Stream Index #
Wading Creek
From source to Newport
SA;HQW
06/01/56
white
Oak
21-27
i�� •
River
' Cable Creek
From source to Newport
SA;HQW
06/01/56
White
Oak
21-28
River
Willis Creek
From source to Newport
SA;HQW
06/01/56
White
Oak
21-29
River
Southwest Prong
From source to Newport
C
06/01/56
White
Oak
21-3
Newport River
River
Mairey Branch
From source to
C
06/01/56
White
Oak
21-3-1
Southwest Prong
Newport River
Millis Swamp
From source to
C
06/01/56
White
Oak
21-3-2
Southwest Prong
Newport River
Juniper Branch
From source to
C
06/01/56
White
Oak
21-3-3
Southwest Prong
Newport River
Peak Swamp
From source to
C
06/01/56
White
Oak
21-3-9
Southwest Prong
Newport River
Jasons Branch
From source to
C
06/01/56
White
Oak
21-3-5
Southwest Prong
Newport River
East Prong
From source to Jasons
C
06/01/56
White
Oak
21-3-5-1
Jasons Branch
Branch
Milldam Branch
From source to
C
06/01/56
White
Oak
21-3-6
Southwest Prong
Newport River
Crab Point Bay
Entire Bay
SA;HQW
06/01/56
White
Oak
21-30
Page 5 of 16
- 5 -

� i,tDF1-RA-DA = 9L:g
No. Lot; Lr.
�(60;0OOX�2a5)�5000t10'000.
t
Total lot:yB;UA.:frori g•listin 9 SOD
III. REQi.MkEDrIE3,n CHECKU3T
is r_a :?aca Fco•:idod tc :adisato tat -1. fcZaai=: nquu=;=; bra haaL =—. x_c :apponnF
rmt_ameioo is xc::dad as aaca::arr. :f dco >ppl:.cz :zas d:: ;=tod an I=: >n :_a 3ca m1a:
\:zaF:r_aot ?:co••• ?: �i:ICc= F=. tha aac: mz+ =iul talow.
.ippc:ants :m=sl:
a. Ai0 L"sc;=:>surf-.:a utzr:. R>jxt::a tho\oz:o
i:ra hL::a mzc:ogaira LddidcLLl hu:-Car:.
S. 7aad r.:= cticc 13umac: as nquirad a= farm SWU-:C 1 ;2Uca racxdod a: a r::_sca
cx•:ra.s. A :cp. cf &a Mooch! doc::=•am :Fall to prc::dad tc Z:l-r sr:La 19 da:: of
FL3tm: nd Frior to sLis of a 1>fs.
C. 5Jt uFca Loot cai:uLj=; ara Fro:•sdad Ecr d•.o x•:riJ prn:a z-;: a_ lots.
d ?r>juct cozf ::>low dsu=:yraquirx::us a_:aia tta CUM, .i=C
[15A Y;AC _fi.: 7,21C$]
For Low Density projects
where the lot BUA's will
vary, complete the top
portion of the calculation
but don't divide by
the number of lots, This
will give the maximum
BUA to be distributed
among the lots. Attach
the lot listing with the
BUA totaled to
demonstrate that
the proposed lot BUA is
less than the maximum
allowed.

01
SCOTTS FARM SUBDIVISION
CONSTRUCTION SEQUENCE
i. - Install temporary silt fence on the north, south and
west sides of the property along the property lines
except across the eastern driveway into the property.
2. Shape and install inlet protection at the middle of the
property to act as a sediment trap during construction.
When construction is complete the trap will be
removed and the new swale will be constructed.
3. Seed disturbed areas and stabilize slopes with fabric if
needed within 21 days.
4. When the construction is complete the trap will be
replaced with a swale.
5. Haul in approved fill material, spread and compact
over building sites with slight slope away from the
building in all four directions.
6. Cut new road - Ashley Drive — and shape for proper
drainage.
7. Pave road, install sidewalks and seed pervious areas.
8. Clean out sediment in sediment basin and restore
swale.
9. Do not remove temporary silt fence until construction
is complete.
S. F. Ballou, Inc.
9-5-08
1 1.7 -